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HomeMy WebLinkAboutPermit M11-169 - GLOBAL FOODSGLOBAL FOODS 18161 SEGALE PARK DR B Mi 1 -169 Parcel No.: Address: 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 3523049119 18161 SEGALE PARK DR B TUKW Project Name: GLOBAL FOODS Permit Number: Issue Date: Permit Expires On: M11 -169 01/10/2012 07/08/2012 Owner: Name: Address: Contact Person: Name: Address: Email: SEGALE PROPERTIES LLC PO BOX 88028 , TUKWILA WA 98138 SCOTT RAEDER 2921 MERIDIAN AV E , EDGEWOOD WA 98371 SCOTTR @AIREPRO.COM Contractor: Name: AIRE PRO INC Address: 1112 S 344 ST STE 303 , FEDERAL WAY 98003 Contractor License No: AIREPI *032RU Phone: 253 - 709 -3485 Phone: 253 942 -7028 Expiration Date: 03/18/2012 DESCRIPTION OF WORK: PROVIDE AND INSTALL WALK -IN FREEZER BOX W1TH ASSOCIATED REFRIGERATION EQUIPMENT Value of Mechanical: 100,000.00 Type of Fire Protection: UNKNOWN Electrical Service Provided by: Permit Center Authorized S. I hereby certify that I hav governing this work • The granting of this pe construction or the pe back of this permit. Signature: Fees Collected: $1,309.56 International Mechanical Code Edition: 2009 Date: ed this permit and know the same to be true and correct. All provisions of law and ordinances , whether specified herein or not. not presume to give authority to violate or cancel the provisions of any other state or local laws regulating e of work. I am authorized to sign and obtain this mechanical permit and agree to the conditions on the Print Name: Date: pe_ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IMC -4/10 M11 -169 Printed: 01 -10 -2012 • • PERMIT CONDITIONS Permit No. M 11 -169 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 6: 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. 7: Manufacturers installation instructions shall be available on the job site at the time of inspection. 8: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of arty of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 11: ** *FIRE DEPARTMENT CONDITIONS * ** 12: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 13: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) (EXTEND SPRINKLER PROTECTION TO THE WALK -IN FREEZER) 14: 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 continence without approved drawings. (City Ordinance No. 2050). 15: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 16: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 17: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: IMC -4/10 M11 -169 Printed: 01 -10 -2012 CITY OF TUKWIL4 Community Developmei, zpartment Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http: /,'www.TukwilaWA.gov 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 ** King Co Assessor's Tax No.: " it Site Address: t89 ( tt__ -' 4 �� nn �� Qf Suite Number: Floor: r, Tenant Name: a s ( "1tvC S New Tenant: Yes ❑.. No � h Name: Q,C Address: SO,cy� 1 t eqq 4 'C b C City: r / State: / frvc, Zip: � h J�F Name: C� ,/„ {��c. �T /`" Address: City: a yw.c State:04, Zip: 9 7(. Phone: '"7 S � 7_cfi,`� 3-6S" Fax: Z S 3- 6(10- Z(.7 Email: � 7< () fl i ro. (0.4. 1 Contr Reg No.: Ave 0... Exp Date: 3/1,2_ j Valuation of project (contractor's bid price): $ /Do ooh 11 r Describe t scope of work in detail: a: u ce v —S~I-, /( (.4)(1k t 1 -0■Att..r d7vk L (o i5oc ci_ c>1 Use: Residential: New Commercial: New Fuel Type: Electric Replacement Replacement Gas ❑ Other: H: \Applications\Forms- Applications On Line \2011 Applications'Mechanical Permit Application Revised 8-9-11 docx Revised. August 2011 bh ❑ Page 1 of 2 Company Name: n N r e n 1'L -c_ Address: 1 2`j�( /ham it ,‘ 40.e f City: Cc) c�,ILU>t IJ State: (,�,, Zip: s..-7 1 p ` Phone: 2S3 5 accv,Fax: L.S3_ 3\4.6 a z7 Contr Reg No.: Ave 0... Exp Date: 3/1,2_ j l _ Tukwila Business License No.: C4 A4 '(' fi gin/ Valuation of project (contractor's bid price): $ /Do ooh 11 r Describe t scope of work in detail: a: u ce v —S~I-, /( (.4)(1k t 1 -0■Att..r d7vk L (o i5oc ci_ c>1 Use: Residential: New Commercial: New Fuel Type: Electric Replacement Replacement Gas ❑ Other: H: \Applications\Forms- Applications On Line \2011 Applications'Mechanical Permit Application Revised 8-9-11 docx 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 Furnace >100k btu Floor furnace x 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 >10,000 cfm Evaporator cooler x Ventilation fan connected to single duct Ventilation system Hood and duct Incinerator — domestic Incinerator — comm/industrial Unit Type Qty Fire damper Diffuser Thermostat x Wood /gas stove Emergency generator Other mechanical equipment Boiler /Compressor Qty 0 -3 hp /100,000 btu 3 -15 hp /500,000 btu 15 -30 hp /1,000,000 btu x 30 -50 hp /1,750,000 btu 50+ hp /1,750,000 btu 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 The building official may and justifiable cause de I HEREBY CERT PENALTY OF PER BUILDING OWN 'cations for which no permit is issued within 180 days following the date of application shall expire by limitation. xtension of time for additional periods not to exceed 90 days each. The extension shall be requested in writing ection 105.3.2 International Building Code (current edition). HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER E LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. UTHORIZED AGENT: Signature: Print Name: 0.# C er Mailing Address: 212 I 6` H. \Applications\Forms- Applications On Line \2011 Applications\Mechanical Permit Application Revised 8- 9- 11.docx Revised. August 2011 bh Date: L3- o(!( Day Telephone: 2S) `- 8- 2 t,Z4 City �!e %v37� State Zip Page 2 of 2 i • C 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.: 3523049119 Permit Number: M11 -169 Address: 18161 SEGALE PARK DR B TUKW Status: PENDING Suite No: Applied Date: 11/23/2011 Applicant: GLOBAL FOODS Issue Date: Receipt No.: R11-02560 Initials: User ID: Payee: WER 1655 Payment Amount: $1,309.56 Payment Date: 11/23/2011 01:36 PM Balance: $0.00 SCOTT RAEDER TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 08454G ACCOUNT ITEM LIST: Description 1,309.56 Account Code Current Pmts MECHANICAL - NONRES 000.322.102.00.00 PLAN CHECK - NONRES 000.345.830 Total: $1,309.56 1,047.65 261.91 don: Receipt -06 Printed: 11 -23 -2011 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 P- PERMIT NO. (206)431 -3G� Project: /, 1 O ' od cp Type of Inspection G 1 Acliv o f 1 e 1 e Date Called: C71\ 1 Z Special Instructions: ..r 6 Date Wanted: a.m. P.m. Requester: ^ C42I Phone N1 9.4 L t J Approved per applicable codes. Corrections required prior to approval. COMMENTS: Q c72 4(1 •..\ .l® - 1\ a� AA/ CO, 4 ,`p` /e4P,i.t \ In N) ..- , J% O j p Date: mot - '7 -1� REINSPECTION FEEtREQUIRED Oior to inspection, fee must be t 6300 Southcenter Bl d., Suite 1 0. Call to schedule reinspection. Recei • o.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit /?-7//- /A. 5' PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: P1 a 84/_ -4)6,435 ' A4n/e c A/ • AV /We r'1 r 4 Le.i97i6 A/ • ''S'7 FL STi2717..S 0f7J /'.tJ IL AP /i L411416 C, Type of Inspection: r= -r^i4 L J �iD'Ylt]x Arr�1�vST .-iG� /��r��� � S Address: /8/6r .5,c4 .90- r'?1 k 3 Date Called: Special Instructions: Date Wanted:. i .141. p. Requester: Phone No: -ZS 3- 74!: -.34 75 ❑ Approved per applicable codes. Corrections required prior to approval. '7 COMMENTS: ' A4n/e c A/ • AV /We r'1 r 4 Le.i97i6 A/ • ''S'7 FL STi2717..S 0f7J /'.tJ IL AP /i L411416 C, 0. 4 .ArS so —E ei 4'Q ,',(bq J �iD'Ylt]x Arr�1�vST .-iG� /��r��� � S ,r/ MP i / Al i /- /U�d Cl 7?) pi ?viy h - ;,../- 479 A- i ior/ 5 "/7e 74/S7 /L 4T'6' J— Aprvv,r r ti r. rev- . -fir • irior INSPECTION FEE EQUIRED. to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. rasa • • aaI•M INSPECTION RECORD Building, Planning Inspection Request Line — 206 -431 -2451 Fire Department Inspection Request Line — 206 -575 -4407 Public Works Inspection Request Line — 206 -433 -0179 SPECIAL INSPECTIONS — NOTIFY CITY 24 HRS PRIOR TO COMMENCING* - 206 -431 -2451 SI — Concrete 4000 4004 4005 4022 4023 SI — Welding SI — High strength bolting SI — Masonry Level 1 SI — Masonry Level 2 'A final letter from the Special Inspection Test Lab shall be required upon completion of Special Inspections noted above. PUBLIC WORKS INSPECTIONS - 206-433 -0179 5000 5010 . 5020 : 5050 • •• :50.50 :: • 5060 :50•0. 5090.: :51.00 5110: "5120 5130 5140 • 5160 :'511,0'. 5180 5190 :' :5200' 5210. 5220 Curb cut, access, sidewalk Channelization, striping Fire loop hydrant Flood Zone Control Land altering Hauling, moving oversized load Landscape irrigation Sanitary side sewer Sewer main extension Storm drainage Street use Water main extension Water meter — exempt Water meter — permanent Water meter — temporary Public Works pre- inspection Backflow — irrigation Backflow — fire Backflow — water Erosion measures install .1230. .5240: • -6250 Erosion measures — final stabilization Grease interceptor Paving, pavement restoration Traffic signal Illumination FIRE INSPECTIONS - 206-575-4407 .6.000.. 6005 6010 6O20'• :6030.' :8050.; Sprinklers Sprinkler Cover Fire Alarm OK of St- Hood and Duct Halon Monitor Smoke Dampers PLANNING INSPECTIONS - 206-431-2451 121 :0 1220.: Landscape Parking Screening FINAL INSPECTIONS - 206-431 -2451 1400 . •1500. • 151.0. . 1eoa 1900. 2000. 2100: . 1100 Fire Final - 208 - 575 -4407 Planning Final Sign Final Public Works Final - 206-433 -0179 Mechanical Final Plumbing Final Gas Piping Final Electrical Final Building Final• ALL REQUIRED FINAL INSPECTIONS MUST BE APPROVED PRIOR TO SCHEDULING A FINAL INSPECTION (1700) BY BUILDING DIVISION. H:Wermits PIusUCC ChangesUnspection Card (7- 2010).doc bh REP 2921 MERIDIAN AVE E., EDGEWOOD, WA. 98371 (253)848 -2626 FAX(253)848 -2627 TO: City of Tukwila ATTN: Mechanical inspector FROM: Scott Raeder DATE: 3 -27 -2012 RE: Refrigeration pressure test affidavit Tenant: Global foods Address: 18161 Segale Park Dr B Tukwila wa 98188 CITY OF�TUKIIMLA. SEP 072012 PERMIT CENTER I, Scott Raeder am authorized to certify on behalf of Airepro Inc, that on March 10th, 2012 the refrigeration piping system was tested as follows: (1) Test with nitrogen 4 wo days. Signature of tester Notary public S11\T5 cr \4)(`4106-1-TJ Date 3- Z `7 . z 1 n - L_- Date 3 /'X110,01.-a" ?�I19iA -4-1 ))1 - TA L'opiA Notary Public State of Washington Michelle T Jennings Commission Expires 1 -25 -16 4°1 napcArR Om& CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Sulte 101/Auburn, WA 98001 253.833-7776 Fax 253-939-2168 - -I T. JOB \ re, ■ M; 1\ I SHEET NO. CALCULATED BY CHECKED BY DATE SCALE OF DATE P", U64 Z-2.4, 'k1.) 1- - A RECEIVEu CITY OF TUKWILA SEP 0 7 2012 PERMIT CENTE MI-1 1 UCT 207 • GlunparR C uagn liluJ1 DE ©o CONSULTING ENGINEERS/CIVIL AND STRUCTURAL r 1519 West Valley Highway North/Suite 101 /Aubum, WA 98001 253 - 833 -7776 Fax 253 -939 -2168 jo Es i SA-A- C- 11 kirc- DYo tr SHEET NO CALCULATED BY CHECKED BY SCALE zee:44424a_ (.Z) , t\ X3 �� SCP�� •S f3Z Rtn> eme Ne�(c •nl / ' t Usk. •Ft-U4SVSP•Atirrt... 7T4.11 REVIEWED FO C COMPLIA APPROVED JAN 052012 ty of. ikwila ING DIVISION z.'' _04aK S. 0 1..}$0/4 Asp ) F -too.* Yi�rj s t»M /1////// 4-k, X =51 �6 a "W4> ` rL �'. C.- \,SJ.. �i T.. f 1 "a l Vo\Z }*xLo kx2-= ; , -CO, / 5 -t � To�� _ L5o) (AL) (- 7-4) � rt�)n- n = s.cSK . ' 19 1� 4�cascl mo_ - -1 ) (S, l 5) Tz. \50..,,A,rc. �' (NW.3) YL tk \ T\' vQ _CC+ o - °.zss • -T ,Z a4�s L 5 = a . f71 c l- <=4-=t2. kM‘ =: •;SgK�n46.1 tlAia Tt �v . u S'S_ .3/(31 ca ilAv . o Gov ''. 5- -1a o 4 tiA E uoM, Orr U •,c x `/4 x `b l cr ,,:� C,-z.) 546 + x 3 l 4 (.7> C t s) " "%.:=0A t‘ GORRECTION �� °��LTR #,. 2'. i5 (3) k34,a00). a To °+CE9VE DEC 30 2011 y Scre. \ -zt•Vg 544 4 \-NLN Sew = z '� .S�-� 1. • 44a..^.9417.._ sue, c. p,~ c� car► = L�-a 0,14)) ; ? �, aE� w." ,-E. k.aTt- irr¢- c , 1.-U � . _ tz) CV'S) Lrt A ‘4'))(3t7)--1 \2-b4`1' D PRODUCT 207 Technical Document Seismic ec O role Guide Hanger Wire Attachment The International Building Code (IBC), through references to ASCE/SEI 7 Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers/Structural Engineering Institute (ASCE/SEI), The CISCA Guidelines for Zones 3 -4, The CISCA Guidelines for Zones 0 -2, and ASTM International E 580/E 580M Standard Practice for Installation of Ceiling Suspension Systems forAcoustical Tile and Lay -in Panels in Areas Subject to Earthquake Ground Motions, defines the requirement for hanger wire and their supports and attachment methods. However, there are exceptions and the application of hanger wires in a seismic design category can meet code requirements in different ways. USG® recommends that the design team, consulting engineers and code officials work together to analyze these factors and determine the appropriate construction and application of hanger wire attachment. Because codes continue to evolve, check with local officials prior to designing and installing a suspension system. Guidelines — 12- gauge, galvanized, soft - annealed steel wire — Manufactured in accordance with ASTM A641 — Meets or Exceeds Federal Specification QQ -W -461 H Note: 12 -gauge hanger wire produced by USG meets these requirements. Performance Data 12 -Gauge Wire Wire ile Failure / Pullout Load Typical 3 wrap tie1 270 lbs. Tight 3 wrap tie Yields 358 lbs. 4241bs. Ultimate load +550 lbs. Tensile Strength (Ks) 80 max. 'Per ASTM C636 Note:Tight wrap typically consists of three complete wraps within 1 in. Some jurisdictions may require four complete wraps for bracing wires. These requirements may vary by jurisdiction. Splice Options Hanger wire splices are typical when the ceiling drop is greater than the length of the wire available and are allowed in seismic ceiling construction. The industry standard is to loop and tie the wire ends with three tight tums, or use a square knot. The square knot is the stronger of the two options at 550 lbs. versus 350 lbs. for the loop and tie option. 12 -Gauge Wire Splice Wire Tie Failure Loop and Tie Square Knot 350 Ibs. 550 lbs. Note: Accessories by others for securing hanger wire splices should be evaluated for pullout and strength. BONN nc G!+a +rw,Nro Specifications and Dimensional Data b Specifications for Standard Product Model Numbers Compressor B•V- 1501M5 3053R17ME ■ Condenser Fan Data No. DI:1. Fans 2 B'V•2000M6 4DA3R18ME 2 26" 26" Connections (in) Liquid 5uct. 13'V•2500M6 40H3R22ME 2 26° BLV & Beacon 11 ecce"et O'bFu11) A Approx. Lbs. Kg. Unit Net R -22 Length Weight R- 404A /R -507 In. / M Lbs. / Kg. 142 64.4 144 3.66 1,580 717 7/8 1 5/8 123 55.8 142 64.4 144 3.66 1,3E10 717 7/8 1.5 /B 123 55.8 8•V- 2600M6 4DH3R22ME 2 30" 8'V- 3000M6 4DJ3R28ME B•V- 3500M6 2 30" 6DH3R35ME 8•V 4000M6 30° 142 64,4 144 3.66 1,630 740 -1/8 2 1/8 123 55.8 142 64,4 170,7 4.34 1,770 80 -1/8 2 1/8 123 55.8 _ 216 ' 98.0 170.7 4,34 1,860 844 -1/8 7.118 188 85.3 216 r 98.0 225,7 5.73 2,260 1025 •1 /8 2 -1/8 188 85.3' 6DJ3R4OME 3 B•V- 1200L6 4DA3F47KE BRV- )500L6 4DL3F63KE B *V- 22001.6 40T3F76KE 80V- 2700L6 6DL3F93KE 30" 26" 216 98.0 725.7 5,73 2,360 1070 •1/8 2 1!8 188 85.3 93 42.2 144 3,66 1,500 680 7/8 1-5/8 81 36.7 93 42.2 144 3.66 1,500 680 2 26" 7/8 1-5/8 81 36.7 93 42.2 144 3.66 1,500 680 2 26" 7/8 2 -1/8 81 36.7 142 64.4 144 3.66 1,670 758 2 26" 1-1/8 2-1/8 123 55.8 B•V- 3000L6 6DT3F11ME 2 B•V = BLV is Limitizer', BDVS is Beacon II" Dimensions JUG REVIEWED FE9 CODE COMPLIANCE APPROVED JAN 0 F 2012 30" City of Tukwila BUILDING DIVISION Side View 142 Ci44 170.7 4,34 1,870 848 1 1/8 2 1/8 55.8 55.6 123 99, 07 A RECEIVE NOV 2 3 2011 p ,-; ^:?ITC R Electrical Data Standard Models Model Numbers 8•V 1500M6 8'V2000M6 8'V2500M6 B"V2600M6 Fan Amps Remote Loads: One Contactors Low Amps Evap Htrs. Amps 8'V3000M6 B'V3500M6 B•V4000M6 8•v1200L6 B'V1500L6 MIN Elec. Defrost MCA MOP 15 8'V2200L6 8'V2700L6 B'V3000L6 15 MIN 40 40 40 NMI 74 82 MEN MOM 110 125 150 High Amps: "1H" Evap Htrs, Amps 208 -230 Volts Elec.l)efrost MCA MOP Fan Amps 25 20 Remote Loads:Two Contactors Low Amps "2L" Evap Htrs, Elec. Defrost Amps MCA MOP 80 80 99,9 102.6 150 150 Fan High Art ps: "2H" Evap Htrs. Elec. Defrost Amps Amps MCA MOP 20 IIIIIIII MOM 11110•MIN NMI MEMNON 11111•11MI MOM 11110 11 74 110 111331111221111 WU 48 48 150 20 20 20 20 80 20 20 20 20 20 96 74 91 96 96 96 99,9 103 460 Volts Model Numbers B•V1500M6 B" V2000M6 B•v2500M6 8•V2600M6 B•V3000M6 B•V3500M6 0•V4000M6 8•V1200L6 8•v1900L6 B•V2200L6 Fan Amps 15 ENO Remote Loads: One Contactors Low Amps "1L" Evap Htrs, Elec. Defrost Amps MCA MOP High Amps: "1H" Evap Htrs. EIec.Defrost Amps MCA MOP Fan Amps Remote Loads: Two Contactors Low Amps "2L" High Amps: "211" Evap Htrs. Elec. Defrost Amps MCA MOP 70 80 100 100 Fan Amps 150 60 70 15 40 55 84V2700L6 15 40 150 60 70 80 48 64 100 15 48 B'V3000L6 15 _ 40 76 110 48 76 110 15 48 BLV is Llmitizer, BDVS s Beacon II- MCA = Minimum Circu t Ampacity MOP = Maximum Ove current Protection Beacon 11' and Air Defrost Units do not carry any of the evaporator fan or heater loads. Power is brought directly to the evaporators and does not go through the condensing unit. Mounted Electric Defrost Kits for BLV condensing units include: Defrost timer, terminal strip, (1) evaporator fan contactor and: One (1) defrost heater contactor for 1L and 1H codes Two (2) defrost heater contactors for 2L and 2H codes four (4) defrost heater contactors for 4L and 41-1 codes An evaporator heater hold out relay (optlor)) Is recommended when two or more evaporators are connected to a single (BLV) condensing unit to allow termination on coils that have already defrosted to prevent unnecessary steaming. This option is not needed on Beacon II (BDVS) systems wired for a Master / Slave operation. Power is brought to each Beacon evaporator, Each coil terminates its own defrost. Refrigeration wIll not start until all tolls have terminated defrost. Contact factory for 575 volt electrical specification. 14 ECEWVE NOV 2 3 2011 PE': ITCENTER BONN Dimensional Data All Models Dimensions 18 -7/8" 484mm 17 -1/22 444 mm 24" n08 nlm .--r• Air Flow 2-1/2" 64 mm 5 -1/2" 390 mm 22- 3/4 " - --.i 578 mm 4 Refrigerant Connection End All Models Dimensional Data Model 4 FPI Models Defrosts Elec. BMA130 BME101 BMA155 BME140 BML100 39 -5/16 1,000 30-1/4 BMA245 BME190 BMG190 BML165 BMF165 1,710 58 -1/4 BMA300 BME260 BMG260 8ML220 BMF220 67-5/16 1,710 58.1/4 8MA365 13ME310 BMG310 BML250 BMF250 95- 5/16 2,420 86-1/4 8MA450 BME390 BMG390 8M1330 BMF330 95 -5/16 2420 BMA510 BME430 BMG430 8ML370 BMF370 123 -5/16 3,130 114 -1/4 BMA600 8ME520 BMG520 BML440 BMF440 123-5/16 3,130 114-1/4 BMA710 BME620 BML530 138 -13/16 3,530 129 -3/4 NOTE: Evaporator mounting brackets accept up to 1/2" hanger rod Hot Gas 4 FPI Models Defrosts A 0 Elec. Hot Gas in. 39 -5/16 mm 1,000 in. 30-1/4 mm 770 Electrical Connection End Dimensions C 0 E F in. mm in. mm In. mm in. mm 770 1,480 NMI 4 -15/16 125 4 -15/16 125 4-15/16 125 1,480 2,190 4 -15/16 125 4-15/16 125 86 -1/4 2,190 2,900 56 1,420 58-1/4 2,900 56 1,420 58 -1/4 3,300 51 1,300 53.1/4 1,480 1A80 1,350 • 25-1/2 650 415/16 125 4 -15/16 125 4-15/16 125 4-15/16 125 RECEIVED NOV 2 3 2011 tom, ��. TCF, ER BONN T0...• r, 0.7✓1oMD Physical Data Model 'BMA Air Defrost Connections (in.) Model of Coil Inlet Suction External Equalizer Drain Fans ODF ODF ODF FPT 3/4 BMA130 BMA155. B AM 245 BMA300 • BMA365 2 3 1/2 7/8 1/4 1/2 ,..: ,1-1/8 1/ 7/8 1-1/8 _ 1/4 7/8 . : .`.1 -1 /8 1/4 7/8 1 -3/8 1/4 • BMA450, ....:3 .:. _ 1 -1/8*, . • 1.3/8 , BMA510 ' 4 1-1/8* 1-5/8 BMA600 ' '. '4 . ..1 -1/8* _ 1-5/8 BMA710 5 1.1/8* 1 -5/8 " Supplied with adapter to 7/8 ODF Model BME /BML Electric Defrost Connections (in.) 1/4 3/4 3/4 Approx. Net Weight lbs. 115 , ..123' 134 3/4 1.48 kg 52 :56 61 67 3/4 3/4 1/4 1/4 1/4 200 227. 91 103 3/4 3/4 3/4 No. Model of Coil Inlet Suction External Equalizer Drain Fans ODF ODF ODF FPT BME101 1/2 7/8 1/4 3/4 118 54 1 57 • .... 7/8 1/4 ..:........ 3/4 126'' 7/8 1-1/8 1/4 3/4 138 63 230 104 • '255 285 116 129 Approx. Net Weight lbs. kg BME140 BME190 BME260 • 1: BME310 u ; BME390 .'‘`,t3; BME430 3 1' -1 /8* 1 -1/8* 1 -3/8 ......,... 1/4 • 1 -3/8 1/4 1 -1/8* 1 -1/8* BME520 BME620 1° BML100 BML165 BML220 a BML250 BML330 BML370 1 -1/8* 5 1.1/8* 1 -3/8 • . ..1 /4 • :. 1.5/8 1 -5/8 1 -5/8 1/4 3/4 ....153 69 3/4 210 95 3/4 237 •' 108 3/4 267 121 1/4 3/4 300 136 1/4 3/4 338 153 • 1/2 . :7/8 .. 1/4 2 3 7/8 1-1/8 1/4 1.3/8' 1/4 1 -1/8* 1-3/8 1/4 3/4 : .125 .' 56 3/4 136 62 3/4 151 68 3/4 207 94 3/4 . 234'. ' ...... .106 4 1 -1/8* 1 -5/8 1/4 1 -1/8* . 1 -5/8 •1/4 BML4�40 4 • � 8ML530 5 1 -1 /$* 1 -5/8 1/4 Supplied with adapter to 718 ODF 10 3/4 262 119 3/4 295 134 3/4 332 15 1 RECEO ' E NOV 23 2011 P TCr TER Specifications Model BME /BML Electric Defrost 60 Hz p5C Motor Model 46011/60 Amps Watts EC Motor 205- 575/1/60 230/1 /60 Watts Defrost Heater IV111! 460/1/60 46013/60 575 /3/60 230/1/60 230/3/60 . Amps 1 Watts Amps I Watts Total Amps 2,730 8ME101 2,730 BME140 BME190 BME260 BME310 BME390 BME430 BM1E520 BME620 3.6 3.6 5.4 2.0 2.0 3.0 3.0 550 550 825 825 5.9 5.9 11.6 1,100 1,100 1,375 1,375 1.4 2,1 2.1 2.8 2.8 620 930 930 1,240 1,240 4.2 4.2 5.6 550 825 825 5,350 7,750 7,750 23.3 33,7 33.7 1,100 10,200 1,100 10,200 11,600 BM1..100 BML165 BML220 BML2S0 `- BM1.330 BML370 BML440 1,100 1,100 BML530 1/4 9.0 1,375 1,100 1,375 3.5 1,550 Model BME /BML Electric Defrost 150 Hz EC Motor Model 220/1/50 1,100 1,375 2,730 5,350 22.2 22.2 25.2 4.1 8.3 8.3 12.0 12.0 15.8 15.8 18,1 4.1 5,350 7,750 7,750 10,200 10,200 11,600 23.2 23.2 30.5 16.8 16.8 22.2 9.6 9.6 12.6 4.4 8.3 8.3 12.0 6.6 34,7 25.2 18,1 Defrost Heater 220/1160 BME101 1/4 BME140 41/ BME190 1/4 BME260 1/4 1,8 1.8 3.6 BME310 1/4 BME390 1/4 13ME430 1/4 3,6 5.4 BME520 1/4 BME620 1/4 BML100 .1/4 BML165 1/4 BML220 .1 /4 BML250 1/4 .n BML330 1/4 5.4 1.0 1.0 2.0 1.4 1.4 2.8 2,510 2,510 4,910 380/3/50 Total Amps 11.4 3.4 7.2 7.2 9.0 1.8 . 3.6 3,6 5,4 5.4 2.0 BML370 1/4 7.2 BML440 1/4 7.2 BML530 1/4 r 9.0 575/7/60 motors are 1/3 HP 4,910 3.0 3.0 4.0 4.0 5.0 1.0 5.6 7,0 1.4 2.0 2.0 3.0 7,090 7,090 9,340 9,340 10,620 11.4 22.3 22.3 3.4 6.9 6.9 32.2 9.9 32.2 2.8 4,910 2.8 4,910 4.2 7,090 11.4 22,3 � 22.3 32.2 3.0 7,090 32.2 4.0 5.6 4,0 5.6 5.0 7.0 9,340 9,340 10,620 9.9 13.1 13.1 15,0 3.4 6.9 6.9 9.9 9,9 13.1 13.1 15,0 REEVE NOV 2 3 2011 %E TER 7 iip®r -rfflgrini@lgrfingo Una, CONSULTING ENGINEERS /CIVIL AND STRUCTURAL STRUCTURAL DESIGN 0... - CALCULATIONS � "1", OF Global Foods Freezer Roof Insulated Panels and Evaporator Support Tukwila, Washington 98188 FOR Aire/Pro 2821 Meridian Ave. E., Edgewood, WA 98371 REI Job No. 11088 November, 2011 EVE NOV 2 3 2011 Rr.,- ,1TCENTER 1519 West Valley Highway North /Suite 101 Post Office Box 836 /Auburn, WA 98071 253 - 833 -7776 Fax 253- 939 -2168 Gam o ° u R O m ®o CONSULTING ENGINEERS/CIVILAND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 - 833 -7776 Fax 253 -939 -2168 c-L L cos - g�u�Z 1%ts •n-eAsi JOB 110 6 .M EV r z:t -Tt,kw , k),01'1' SHEET NO OF CALCULATED BY -7c.)-- �� DATE r CHECKED BY DATE SCALE Brief A 40' -0" deep X 50' -0" long food freezer will be installed and is supported on the ground slab -on- grade. The freezer roof panels will be supported by the 300 threaded rods with angles:2X2X1 /4" X 4" long attached to the existing 4X12 purlins spaced at 8' -0" o.c. at the roof. The 4X12 purlins.are supported by the 12 "X24" deep and 12 "X36" deep gulam girders .Each..of,3.5'.wide X 16' long X 4" thick roof insulated .panel weighs 2.34 PSF. An evaperator weighed 237 Ibs will be supported by the Unistrut hanger with the tension rods. attached to the 4X12 purlins. Design Data: (The food freezer will be located at Global Foods in 16000 Christensen Rd.. Suite 300: Tukwila, WA 98188) Freezer Insulated Roof Panels Weight of insulated Roof Panel = Wt. of ea. 4 "X3.5'X16' long panel = 2.34 PSF 131.0 Lbs per panel Assume each panel to be supported by (4) 3/8"0 threaded rods (A36) Depth (ft) Length (ft) Dimensions of freezer room: 40.0 50.0 • Evaperator Weight of Evaperator = 237.0 Lbs Evaperator will be supported by Unistrut attached to the existing 4X12 purlins with fasteners, with threaded rods to hang the evapera Wind (Per ASCE7 - 05) Wind load does not'consider for the inslutated panel and evaperator support design because of the freezer room inside the building: Seismic (Per IBC 2009) Seismic Zone D 1.429 0.489 1.000 1.510 1.000 S, = S� = Fa= F = 1E _ Snes = Fe:* Ss = Sm�= F„ *Si= SDS = SMS * 2/3 = SDI = Sm1 *2/3= Seismic Design Category = Per ASCE section 13.3.1 Fp = 0.4 * ap *SDs * Ip (1 +2 z/h) * Wp /Rp = 0.4574 Wp Fp= 1.6 *SDs *Ip *Wp = 1.5248 Wp Fp = Hence, Fp = Hence, Fp ASD = 1.429 0.739 0.953 0.493 D 0.3 *SDS *Ip *Wp= _0.2859 Wp 0.4574 * Wp = : 0.060 Kips: 0.4574 * Wp/1.4 =. 0.043 Kips. <- For Insulated Panel Per ASCE section 13.3.1 Fp= 0.4 *ap *Sas *I (1 +2z/h) *Wp /Rp= 0.4574 Wp Fp= 1.6 *SDs *Ip *Wp= Fp= 0.3 *SDs *Ip *Wp = Hence, Fp = 0.4574 *Wp = 0.137 Hence, FpASD = 0.4574 * Wp/1.4 = 0.098 1.5248 Wp 0.2859 Wp Kips Kips <- For evaperator Assume Insulated Panel as the ceiling ap= Rp = z/h = Wp= 1.0 2.5 1.0 0.131 0.2 Kips (max.) Say Evaperator ap= 1.0 Rp= • 2.5 z/h = 1.0 Wp = 0.237 Kips (max.) 0.3 Say D PRODUCT 207 r. Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley .Highway .N„ Suite 101 Aubum, WA 98001 Title Block Line 6 ASCE 7 -05 Seismic Factor Determination LiC716 KVV,= 06001423» ,M,` x#�'�;. xr.: ., " '1;1 ft Title : Global Foods - Aire /Pro Job # 11088 Dsgnr: TCL Project Desc.: Freezer Roof Panel & Evaperator Supports Project Notes : Printed: 22 NOV 2011. 8:18AM File: S: 120111110881Stnictural \Designldesign.ec6 ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver.6.11.9.30 Description : Lateral Analysis lifanseeTROPERT °ENGINEERING EINC Occupancy Category Occupancy Category of Building or Other Structure : "II° : All Buildings and other structures except those listed as Category I, III, and IV Occupancy Importance Factor Ground Motion, Using USGS Database values Max. Ground Motions, 5% Damping : Ss s1 1 Calculations per ASCE 7 -05 ACSE 7 -05, Page 3, Table 1 -1 ACSE 7 -05, Page 116, Table 11.5 -1 ASCE 7 -05 9.4.1.1 = 1.42886 g, 0.2 sec response = 0.48945 g, 1.0 sec response Site Class, Site Coeff. and Design Category Longitude = Latitude = Location : SEATTLE, WA 98188 122.279 deg West 47.450 deg North Site Classification "D" : Shear Wave Velocity 600 to 1,200 fUsec = D Site Coefficients Fa & Fv Fa = 1.00 (using straight -line interpolation from table values) Fv = 1.51 Maximum Considered Eartquake Acceleration S MS = Fa • Ss = 1.429 SM1 =Fv*S1 = 0.739 Design Spectral Acceleration S = S • 2/3 = DS MS D1 M1 213 Seismic Design Category = Resisting System Basic Seismic Force Resisting System... 0.953 0.493 D (SD1 is most severe ) ASCE 7 -05 Table 20.3 -1 ASCE 7 -05 Table 11.4 -1 & 11.4 -2 ASCE 7 -05 Table 11.4 -3 ASCE 7 -05 Table 11.4 -4 ASCE 7 -05 Table 11.6 -1 ASCE 7 -05 Table 12.2 -1 Cantilevered column systems detailed to conform to specific classification Ordinary steel moment frames Response Modification Coefficient • R" = 1.25 Building height Limits : System Overstrength Factor ' Wo ° = 1.25 Category °A & B' Limit Limit = 35 Deflection Amplification Factor ' Cd • = 1 25 Category °C' Limit Limit = 35 Category "D' Limit: Not PermittedP -h Category "E" Limit Not PermittedP-h Category 'F" Limit Not PermittedP -i NOTE! See ASCE 7 -05 for all applicable footnotes. Redundancy Factor Seismic Design Category of D, E, or F therefore Redundancy Factor " p ' = 1.3 Lateral Force Procedure Equivalent Lateral Force Procedure ASCE 7 -05 Section 12.3.4 ASCE 7 -05 Section 12.8 The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7 -0512.8 Determine Building Period Structure Type for Building Period Calculation : All Other Structural Systems ° Ct ° value = 0.020 ° hn : Height from base to highest level = 34,0 ft ° x value = 0.75 Ta' Approximate fundemental period using Eq. 12.8 -7 : Ta = Ct " (hn "x) = "TL° : Long -period transition period per ASCE 7 -05 Maps 22 -15 -> 22 -20 " Cs " Response Coefficient S D3 Short Period Design Spectral Response o R " : Response Modification Factor I ▪ ° : Occupancy Importance Factor 0.282 sec 8.000 sec Building Period ° Ta " Calculated from Approximate Method selected Use ASCE 12.8 -7 0.953 From Eq. 12.8-2, Preliminary Cs 1.25 From Eq. 12.8 -3 & 12.8 -4 , Cs need not exceed 1 From Eq. 12.8 -5 & 12.8 -6, Cs not be less than Cs : Seismic Response Coefficient * 0.70, = 0.282 sec ASCE 7 -05 Section 12.8.1.1 0.762 • 1.400 • 0.042 • 0.5334 Z CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 - 833 -7776 Fax 253 -939 -2168 JOB ‘\b?..a SHEET NO 3r OF CALCULATED BY CHECKED BY DATE SCALE DATE 4cv , Z 1 (45_ c. • cs..� `J I)ktk 541 TWI s. -R3` R °fl (M.10 M-6°-"44,t‘ LE, j LAS t 145ND ( -L) LL' ) v '5,0 LZ)S&: cf. X3 L So .-0 S Rte 4 v3,F7.)x v'& V -zoc.)4 0.04- S &t6 - 0 .off CS USA \ c x` /4-X = rte. = Ltoz9 .C) \t,,„ _ L(42, /141. c),(4 (3) t3baoo) u41 Cm) 54 4 )( 3` C is Ste, • g mot.- -• •.� ► sAVA P'c -rd. c,=1"b µ Mr 44-k-e=t..-rPOsCE. \04‘1'4 -A. -4 L 1--c›-ti _ L) (0;S) w Cz) 5/�►tt�x3 LoKk- • c ' a -) (.71-14) ) = S'L° l =50*- X10 Q�Cx,3) = \Zb4 D PRODUCT207 -Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Aubum, WA 98001 Title Block Line 6 General Section Property Calculator Title : Global Foods - Aire /Pro Job # 11088 Dsgnr: TCL Project Desc.: Freezer Roof Panel & Evaperator Supports Project Notes : `Lic #. gKW:06001423 . :F`; 1 4A,Ze t W-2`. a Q Description : 318° dia rod Final Section Properties Printed: 22 NOV 2011. 9:38AM File: S: 120111110881StructurallDesignldesign .ec6 ENERCALC, INC. 1983 -2011, Build:6.11.9.30, Ver.6.11.9.30 icenseeF RUPERT;ENGINEERINGTINC�' Total Area 0.4418 inA2 Calculated final C.G. distance from Datum : X cg Dist. 0.0 in Y cg Dist. 0.0 in Edge Distances from CG. : +X 0.3750 in X • -0.3750 in +Y • 0.3750 in -Y -0.3750 in Ixx = 0.01553 inA4 Iyy = 0.01553 inA4 Sxx : - Y Sxx : +Y 0.04142 inA3 0.04142 103 Syy: - X 0.04142inA3 Syy : +X 0.04142 inA3 r xx 0.1875 in r yY 0.1875 in General Shapes CO • W Ciro :1 Radius = 0.375 in Thickness 0.375 in Rotation = 0 dec CCW Area = 0.442 inA2 Xcg = 0.000 in box = 0.016 inA4 Sxx = -0.041 inA3 Rxx = 0.188 in Ycg = 0.000 in Iyy = 0.016 iO4 Syy = -0.041 inA3 Ryy = 0.188 in the nominal lag screw lateral design values, Z, shall be the lesser of: Z_ DtsFes 4K0 kDtsFem Z _ 28(2 +Re)Ke D2 175 Fem Fyb Z 3Ke 3(1 +Re) where k = -1+ YIELD MODES MODE Is (9.3-1) MODE IIIa Re = Fem /Fes is = thickness of side member, inches Fem = dowel bearing strength of main member (member holding point), psi (see Table 9A) Fes = dowel bearing strength of side member, psi (see Table 9A) Fe0 = 11200 G (9.3 -2) __ 6100G 1.45 Fe1 Fyb = bending yield strength of lag screw, psi D = unthreaded shank diameter of lag screw, inches, or MODE IV (9.3 -3) lrII2(1 +Re) + Fyb(2 +Re)D2 Re 2Femts2 = root diameter of the threaded portion of the lag screw when the thread length is such that the threads will extend into the shear plane of the connection, inches Kg = 1 + (emax /360 °) emax = maximum angle of load to grain (0° <_ 0 <_ 90 °) for any member in a connection 4elbie 9.2A deg crew Withalrrewe9 Design Wailes (W)1 Tabulated withdrawal design values (W) are in pounds per inch of thread penetration into side rain of main member. Length of thread penetration in main member shall not include the length of the tapered tip (see Appendix L). Specific Gravity Lag Screw Unthreaded Shank Diameter, D G 1/4" 5/16" 3/8" 7/16" 1/2" 5/8" 3/4" 7/8" 1" 1 -1/8" 1 -1/4" 0.73 397 469 538 604 668 789 905 1016 1123 1226 1327 0.71 381 450 516 579 640 757 868 974 1077 1176 1273 0.68 357 422 484 543 600 709 813 913 1009 1103 1193 0.67 349 413 473 531 587 694 796 893 987 1078 1167 0.58 281 332 381 428 473 559 641 719 795 869 940 0.55 260 307 352 395 437 516 592 664 734 802 868 0.51 232 274 314 353 390 461 528 593 656 716 775 0.50 225 266 305 342 378 447 513 576 636 695 752 0.49 218 258 296 332 367 434 498 559 617 674 730 0.47 205 242 278 312 345 408 467 525 580 634 686 ---7 0.46 199 23 269 302 334 395 453 508 562 613 664 0.44 186 220 252 283 312 369 423 475 525 574 621 0.43 179 212 243 273 302 357 409 459 508 554 600 0.42 173 205 235 264 291 344 395 443 490 535 579 0.41 167 198 226 254 281 332 381 428 473 516 559 0.40 161 190 218 245 271 320 367 412 455 497 538 0.39 155 183 210 236 261 308 353 397 438 479 518 0.38 149 176 202 227 251 296 340 381 422 461 498 0.37 143 169 194 218 241 285 326 367 405 443 479 0.36 137 163 186 209 231 273 313 352 389 425 460 0.35 132 156 179 200 222 262 300 337 373 407 441 X0_:31., ... . 110 130 149 167 185 218 250 281 311 339 367 1. Tabulated withdrawal design values (W) for lag screw connections shall be multiplied by all applicable adjustment factors (see Table 7.3.1). AMERICAN WOOD COUNCIL Table 9.3B Lag Soew DesOgun Values (Z) for Slagle Sheens (two umem be) Connnectlomisu,3 h 1/4" ASTM A36 steel side plate, or ASTM A653, Grade 33 steel side plate (for is <1 /4 ") Steel Lag G =0.67 Red Oak G =0.55 Mixed Maple Southern Pine G =0.50 Douglas- Fir -Larch G =0.49 Douglas -Fir Larch (N) G=0.46 Douglas -Fir (S) Hem -Fir (N) Side Screw. Plate Diameter t D Z Zl Z I I Zl Z I I Zl Z I I Zl Z11 Zi inches inches lbs. lbs. lbs. lbs. lbs. lbs. - lbs. lbs. lbs. lbs. 1/4 330 260 310 230 300 220 300 210 290 20 ---? • 5/16 3/8 450 550 330 390 410 510 290 350 400 490 280 330 400 480 270 320 390 470 260 310 7/16 700 480 650 430 620 400 620 400. 600 380 1/2 870 580 810 520 780 490 770 480 750 460 1/4" 5/8 1290 820 1190 720 1140 680 1140 670 1100 640 860 3/4 1810 1100 1660 960 1600 910 1580 890 1540 7/8 2420 1410 2220 1240 2130 1170 2120 1140 2060 1100 1 3130 1760 2870 1540 2750 1460 2730 1430 2650 1380 1 -1/8 3930 2150 3610 1880 3460 1770 3430 1750 3340 1670 1 -1/4 4840 2580 4440 2260 4260 2120 4220 2090 4100 1990 3 gage 1/4 300 230 270 210 260 190 260 190 260 180 240 t= 0.239" 5/16 400 300 370 270 360 250 360 250 350 b 3/8 500 350 460 320 440 300 440 290 430 280 7 gage 1/4 270 210 250 180 240 170 240 170 230 . 160 t= 0.179" 5/16 370 270 340 240 330 230 330 230 320 220 3/8 460 320 420 290 410 270 400 270 390 260 lOgage 1/4 250 190 230 170 220 160 220 160 210 150 t= 0.134" b 5/16 3/8 350 440 260 310 330 400 230 280 310 390 220 260 310 390 210 260 300 380 210 250 11 gage 1/4 250 190 230 170 220 160 220 160 210 150 t= 0.120" 5/16 350 260 320 230 310 210 310 210 300 200 ` 3/8 430 310 400 270 380 260 380 250 370 240 12 gage 1/4 240 190 220 170 210 160 210 150 210 150 t= 0.105" 5/16 350 250 320 220 310 210 300 210 300 200 ` 3/8 430 300 400 270 380 250 380 250 370 240 14 gage t5=0.075" r1/4 240 180 220 160 210 150 210 150 200 140 1. Tabulated lateral design values (Z) for lag screw connections shall be multiplied by all applicable adjustment factors (Table 7.3.1). 2. Tabulated lateral design values (Z) are for "full diameter "lag screws (see Reference 6) inserted in side grain with lag screw axis perpendicular to wood fibers, and with the following lag screw bending yield strengths (FYb): FYb = 70,000 psi for D = 1/4" FYb = 60,000 psi for D = 5/16" FYb = 45,000 psi for D z 3/8" 3. Tabulated lateral design values (Z) are based on dowel bearing strengths (FJ of 58,000 psi for ASTM A36 steel, and 45,000 psi for ASTM A653, Grade 33 steel. 1 AMERICAN WOOD COUNCIL lanparR 111u®®ff4 UUU®o JOB I1 s6 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 - 833 -7776 Fax 253 - 939 -2168 SHEET NO. 1 OF CALCULATED BY Tc.A._ DATE kACui CHECKED BY DATE SCALE Ev#C -.Cc CXSiz_ 5 wa c, ih -4clo ctbE, (') %4- `I * 4,0•d7 bZ .1L Z A`t V. �,;11 w• e k {cam vv-p5-‘ = is �� -52-1 . sCr,_,3-1 to �?oH��, FtzY�.Lc z3�� g ..t.,. L . ut tt. k_ L _ o � t�QC� f :LSo) • = W atK =o 7 30J D PRODUCT207 'Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Aubum, WA 98001 Title Block Line 6 General Section Property Calculator Description : 1!2" dia rod Final Section Properties Title : Global Foods - Aire /Pro Job # 11088 Dsgnr. TCL Project Desc.: Freezer Roof Panel & Evaperator Supports Project Notes : Printed: 22 NOV 2011, 2:03PM File: S: 120111110881StructurallDesignldesign .ec6 ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver.6.11.9.30 rw,4,7 k a r ; ,' , _ � License: RUPERT- ENGINEERING;..INC 8 Total Area 0.7854 inA2 Calculated final C.G. distance from Datum : X cg Dist. 0.0 in YcgDist. 0.0 in Edge Distances from CG. : +X 0.50 in -X -0.50 in +Y 0.50 in -Y -0.50 in Ixx = Iyy = Sxx: - Y Sxx : +Y Syy: - X Syy : +X rxx ryy General Shapes 0.04909 inA4 0.04909 inA4 0.09818 inA3 0.09818 inA3 0.09818 inA3 0.09818 inA3 0.250 in 0.250 in CC CG Circ :1 Radius = Area = 0.785 inA2 Xcg = 0.000 in Ycg = 0.000 in 0.500 in Thickness 0.500 in Ixx = Iyy = 0.049 in ^4 Sxx = 0.049 in"4 Syy = Rotation = -0.098 inA3 -0.098 inA3 0 dec CCW Rxx = 0.250 in Ryy = 0.250 in [1ST LIT* BEAM LOADING - P1000 Max. f Defl. ar r, 5[' IM` ."" ^wt. - v �'� `� Allowable Uniform Span �Un form It ad L`oad� l:`. In Lbs , . .. In s a � •a4gh� '.` �. 3 rM1 Uniform Loadin.Tat Deflection z: �Sp n MS t/240 Span/n/560 • Lbs 'Lbs H L6s ' 24 1,690 0.06 1,690 1,690 1,690 36 1,130 0.13 1,130 1,130 900 48 850 0.22 850 760 510 60 680 0.35 650 490 320 72 560 0.50 450 340 220 • 84 480 0.68 330 250 170 P 96 420 0.89 250) 190 130 108 380 1.13 200 150 100 120 340 1.40 160 120 80 144 280 2.01 110 80 60 168 240 2.74 80 60 40 192 210 3.57 60 50 NR 216 190 4.52 50 40 NR 240 170 5.58 40 NR NR COLUMN LOADING - P1000 Unbraced Allowable•Lroad Heights at Slot Faces }' ," % "yam. S • �: . + * ;r A u" Pnt p9 Uniform Loading at Deflection, • Span /180 Span /240 °Sppan�O Libs ..Lbsa,.., 3 ,,Lbs' ; Load Applied atsC G. Maximum Column K;0.65 K Oi30 K -1.0 K, 1 2 24 3,400 9,600 9,500 9,320 9,100 36 3,010 7,640 7,400 7,000 6,490 48 2,570 5,910 5,530 4,980 4,430 60 2,230 4,780 4,390 3,850 3,330 72 1,970 4,090 3,680 3,140 2,650 84 1,760 3,600 3,170 2,630 2,160 96 1,590 3,220 2,770 2,240 1,800 108 1,430 2,910 2,450 1,930 K`/ >200 120 1,290 2,640 2,180 KV/ >200 KL/ >200 ELEMENTS OF SECTION P1000/P1001 'Par met r Area of Section Axis 1 -1 Moment of Inertia (I) Section Modulus (S) Radius of Gyration (r) Axis 2 -2 Moment of Inertia (I) Section Modulus (S) Radius of Gyration(r) 0.556 1n2 1.112 1n2 0.185 In4 0.202 Ina 0.577 In 0.236 In4 0.290 1n3 0.651 In 0.930 In' 0.572 Ina 0.915 In 0.472 In' 0.580 Ina 0.651 In BEAM LOADING - P1001 f , - }� � � Max Defl aft Allowable € Uniform Spa.o.•:. UnIf rm [load/ Aided In• so4i"R'SIbs s�kw �ln,% ' }' ," % "yam. S • �: . + * ;r A u" Pnt p9 Uniform Loading at Deflection, • Span /180 Span /240 °Sppan�O Libs ..Lbsa,.., 3 ,,Lbs' ; 24 3,130 * 0.03 3,130 * 3,130 * 3,130 * 36 3,130 * 0.07 3,130 * 3,130 * 3,130 * 48 2,400 48 0.13 2,400 2,400 19,560 2,400 60 60 1,920 19,560 0.20 1,920 1,920 5,360 1,630 17,460 72 1,600 84 0.28 1,600 1,600 10,130 1,130 96 84 1,370 12,120 0.39 1,370 1,240 4,030 830 9,570 96 1,200 120 0.50 1,200 950 4,960 640 108 1,070 0.64 1,000 750 500 120 960 0.79 810 610 410 144 800 1.13 560 420 280 168 690 1.54 410 310 210 192 600 2.01 320 240 160 216 530 2.55 250 190 130 240 480 3.15 200 150 100 COLUMN LOADING - P1001 • - Unbraced He ht 4 In, • Maximum>� Allowable ad y" ►..^ %,.. - ;,: Maximum ColumntLoad Applied,attC -Ga atS tsFace 065,1K= 0 80 K 1 0 . K ° 1.2 �Lbs -;, .mow :Lbs - this Lb } Itbs 24 6,360 23,820 23,560 23,130 22,610 36 6,190 23,190 22,610 21,640 20,460 48 5,970 22,310 21,270 19,560 17,460 60 5,690 21,180 19,560 16,870 13,590 72 5,360 19,790 17,460 13,590 9,570 84 4,970 18,150 14,980 10,130 7,030 96 4,510 16,270 12,120 7,750 5,380 108 4,030 14,120 9,570 6,130 4,250 120 3,610 11,750 7,750 4,960 KL, >200 Notes: *Load limited by spot weld shear. NR = Not Recommended. 1. Above Toads include the weight of the member. This weight must be deducted to arrive at the net allowable Toad the beam will support. 2. Long span beams should be supported in such a manner as to prevent rotation and twist. 3. Allowable uniformly distributed loads are listed for various simple spans, that is, a beam on two supports. If load is concentrated at the center of the span, multiply load from the table by 0.5 and corresponding deflection by 0.8. 4. See page 61 for lateral bracing reduction charts. 5. For Pierced Channel, Beam Load Values in the tables are multiplied by the following factor: "DS" Series 70% "T" Series 85% "KO" Series 95% "H3" Series 90% "SL" Series 85% "HS" Series 90% ;;4.:�i15/e: Framingr„System Wt/100 pcs: 119 Lbs (54.0 kg) P4 P2223 3 3/40 (95.3) 3 /2" (88.9) y 1 S. {—CT-Vt.-IAA-0r 2„ 424-1 Ertl Ems- Ti <StJ \<�-r 0.8) l hoc W/ - $ 01 -cert. ku ta.,L,& L - Opp Opposite and uS>` �'�� ScXCC�S Wt/100 pcs: 76 Lbs (34.5 kg) 1 7/80 (47.6) Wt/100 pcs: 115 Lbs (52.2 kg) Wt/100 pcs: 113 Lbs (51.3 kg) P2225 Wt/100 pcs: 155 Lbs (70.3 kg) P2228 Wt/100 pcs: 177 Lbs (80.3 kg) ' , ,Wganda dkDimensio�` n f 1r%s (41,mm);widttifOiigot nelrfittin s'�` . - _ g (Unless Otherwise Slidwn on DraivingJ�'�' Hole Diameter: 9 /s' (14.3mm); Hole Spacing - From End:13 /,s" (20.6 mm); Hole Spacing - On Center: We (47.6 mm); Width: 1% "(41mm); Thickness: W (6.4mm) Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Aubum, WA 98001 Title Block Line 6 Wood Beam Lib # ,KW :06001423 r;, Title : Global Foods - Aire /Pro Dsgnr: TCL Project Desc.: Freezer Roof Panel & Evaperator Supports Job # 11088 Project Notes : Description : Existing 4X12 Purlin @ 8' -0" on centers Material Properties Printed: 22 NOV 2011,11:28AM File: 5: 120111110881Structural \Designldesign.ec6 ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.9.30 \� ".ipr Licensee,: RUP.,ERT ENGINEERING7INCv, Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7 -05 Wood Species Wood Grade : Douglas Fir - Larch Select structural Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.05) i 1600 psi 1600 psi 1100 psi 625 psi 170 psi 950 psi D(0. ®10.075) D(0.05) D10.090) S(0.2) 1 E : Modulus of Elasticity Ebend-xx 1600 ksi Eminbend - xx 580ksi Density 32.21 pct Repetitive Member Stress Increase D(0.05) D(0.05) Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0120, S = 0.0250 ksf, Tributary Width = 8.0 ft, (Roof Dead & Snow) Point Load : D = 0.050 k (a 1.750 ft, (Insulated Panel Wt) Point Load : D = 0.050 k (a. 5.250 ft, (Insulated Panel Wt) Point Load : D = 0.050 k 8.750 ft, (Insulated Panel Wt) Point Load : D = 0.050 k 12.250 ft, (Insulated Panel Wt.) Point Load : D = 0.050 k as 15.750 ft, (Insulated Panel Wt.) Point Load : D = 0.050 k A 19.250 ft, (Insulated Panel Wt.) Point Load : D = 0.0750 k A 9.750 ft, (Evaperator Wt.) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable 4.0 X 12.0 Span = 19.50 ft Service loads entered. Load Factors will be applied for calculations. 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 0.965 1 4.0 X 12.0 = 1,952.53psi 2,024.00psi +D +S+H 9.750ft Span # 1 C u Li es ) v,A-v%A La1S b,4s�4T►� Sys CI Q- tv lSu�.Ar� G Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.712 in Ratio = 0.000 in Ratio = 1.164 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Max Stress Ratios Span # M V C d C FN C r Load Combination Segment Length 328 0 <240 201 0 <180 0.527: 1 4.0 X 12.0 89.61 psi 170.00 psi +D +S+H 0.000 ft Span # 1 Moment Values Cm Ct CL M fb Fb Shear Values V fv Fv Length = 19.50 ft 1 +0+S+H Length =19.50 ft 1 +0+0;750L+0.750S+H Length = 19.50 ft 1 +0+0.750L+0.750S +0.750W+H Length =19.50 ft 1 0.378 0.205 1.000 1.100 1.100 0.965 0.527 1.000 1.100 1.100 0.818 0.446 1.000 1.100 1.100 0.818 0.446 1.000 1.100 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 6.11 764.24 15.62 1,952.53 13.24 1,655.45 13.24 1,655.45 0.00 2024.00 0.00 2024.00 0.00 2024.00 0.00 2024.00 0.00 0.00 0.00 1.11 34.77 170.00 0.00 0.00 0.00 2.87 89.61 170.00 0.00 0.00 0.00 2.43 75.90 170.00 0.00 0.00 0.00 2.43 75.90 170.00 -Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Aubum, WA 98001 Title Block Line 6 Wood Beam ,L;E: # 'KW :06001423 Description : Load Combination Title : Global Foods - Aire /Pro Job # 11088 Dsgnr: TCL Project Desc.: Freezer Roof Panel & Evaperator Supports Project Notes : Printed: 22 NOV 2011,11:28AM File: S: 120111110881StructurallDesign \design.ec6 ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver.6.11.9.30 �2 „Licensee !RUPERTINGINEERING; INC . Existing 4X12 Purlin @ 8. -0° on centers Max Stress Ratios Segment Length Span # M V Moment Values Cd C FN C r Cm Ct CL M fb Fb Shear Values V fv Fv a O+0.750L+0.750S+0.5250E+H 1.100 1.150 1.000 1.000 1.000 Length = 19.50 ft 1 0.818 0.446 1.000 1.100 1.150 1.000 1.000 1.000 1324 1,655.45 2024.00 2.43 75.90 170.00 Overall Maximum Deflections - Unfactored Loads 0.00 0.00 0.00 0.00 Load Combination Span Max. °= Defl Location in Span Load Combination Max. ° +° Dell Location in Span D+S 1 1.1641 9.750 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.167 3.190 D Only 1.217 1.240 S Only 1.950 1.950 D+S 3.167 3.190 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Aubum, WA 98001 Title Block Line 6 Wood Beam Title : Global Foods - Aire /Pro Job # 11088 Dsgnr: TCL Project Desc.: Freezer Roof Panel & Evaperator Supports Project Notes : Description : Existing 12 114 "X24" deep GLB girder Material Properties Printed: 22 NOV 2011, 11:36AM File: S: 120111110881StructuraltDesign lde5ign.ec6 ENERCALC, INC. 1983 -2011, Build:6.11.9.30, Ver.6.11.9.30 `'Licensee RUFERTENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7 -05 Wood Species Wood Grade Beam Bracing DF /DF : 24F - E4 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral- torsion buckling D(0.24) S(0.5) 2,400.0 psi 1,450.0 psi 1,700.0 psi 650.0 psi 265.0 psi 1,100.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 930.0 ksi Ebend- yy 1, 700.0 ksi Eminbend - yy 880.0 ksi Density 32.210 pcf Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0120, S = 0.0250 ksf, Tributary Width = 20.0 ft, (Roof Dead & Snow) Span = 20.0 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = 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 0.199 1 12.25x24 411.10psi 2,062.45 psi +D +S+H 10.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.071 in Ratio = 3359 0.000 in Ratio = 0 <240 0.115 in Ratio = 2084 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations 0.126: 1 12.25x24 33.30 psi 265.00 psi +D +S+H 18.100ft Span # 1 Load Combination Segment Length Max Stress Ratios Span # M V C d C FN C r Moment Values Cm Ct CL M fb Fb Shear Values V fv Fv +D Length = 20.0 ft 1 0.076 0.048 1.000 +D+S+H Length = 20.0 ft 1 0.199 0.126 1.000 +0+0.750L+0.750S+H Length = 20.0 ft 1 0.168 0.106 1.000 +D+0.750L+0.750S+0.750W+H Length = 20.0 ft 1 0.168 0.106 1.000 +0+0.750 L+0.750S+0.5250 E+H Length = 20.0 ft 1 0.168 0.106 1.000 Overall Maximum Deflections - Unfactored Loads 0.859 0.859 0.859 0.859 0.859 0.859 0.859 0.859 0.859 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 15.29 156.00 40.29 411.10 34.04 347.33 34.04 347.33 34.04 347.33 0.00 2062.45 0.00 2062.45 0.00 2062.45 0.00 2062.45 0.00 2062.45 0.00 0.00 0.00 2.48 12.64 265.00 0.00 0.00 0.00 6.53 33.30 265.00 0.00 0.00 0.00 5.51 28.13 265.00 0.00 0.00 0.00 5.51 28.13 265.00 0.00 0.00 0.00 5.51 28.13 265.00 Load Combination Span Max. "' Defl Location in Span Load Combination Max. "+ Defl Location in Span D +S 1 0.1151 10.100 0.0000 0.000 ' Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Aubum, WA 98001 Title Block Line 6 Title : Global Foods - Aire /Pro Job # 11088 Dsgnr: TCL Project Desc.: Freezer Roof Panel & Evaperator Supports Project Notes : Printed: 22 NOV 2011. 11:36AM Wood Beam Description : Existing 121/4'X24' deep GLB girder Vertical Reactions - Unfactored Support notation : Far left is #1 t, File: 5: 120111110081StructurallDesign ldesign.ec6 ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver.6.11.9.30 Licensee,:;RUPERT ENGINEERING; INC:, Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only S Only D+S 8.058 3.058 5.000 8.058 8.058 3.058 5.000 8.058 .Rupert Engineering, Inc. Consu ltingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Aubum, WA 98001 Title Block Line 6 Wood Beam Title : Global Foods - Aire /Pro Job # 11088 Dsgnr: TCL Project Desc.: Freezer Roof Panel & Evaperator Supports Project Notes : Lic.; #;. i( W= 06001423:._b- .s&;fZ.. tt„ Pt- �s:: Rrs ,.ash;`,.:.�axi;•b�- .`.`r�`:��s Description : Existing 12 1/4"X36" deep GLB girder Material Properties Printed: 22 NOV 2011, 11:41AM File: S: 120111110881StructurallDesign ldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.11.9.30, Ver.6.11.9.30 5- Licensee : RUPERT ENGINEERING7INC.= Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7 -05 Wood Species Wood Grade Beam Bracing : DF /DF 24F - E4 Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft : Beam is Fully Braced against lateral- torsion buckling D(0.2) D(3.013) D(u.241 S(0i5) i T * * * • i i 2,400.0 psi 1,450.0 psi 1,700.0 psi 650.0 psi 265.0 psi 1,100.0 psi D(0.2) D(0.24 S(0.5) Sp11'2.5 %ft k spA..21563% ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0120, S = 0.0250 ksf, Tributary Width = 20.0 ft, (Roof Dead & Snow) Point Load : D = 3.060, S = 5.0 k 0 0.0 ft, (Cant Cead & Snow) Uniform Load : D = 0.010 ksf, Tributary Width = 20.0 ft, (Wt of Insulated Panels & Evapera) Load for Span Number 2 Uniform Load : D = 0.0120, S = 0.0250 ksf, Tributary Width = 20.0 ft Uniform Load : D = 0.010 ksf, Tributary Width = 20.0 ft, (Wt of Insulated Panels & Evapera) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable E : Modulus of Elasticity Ebend- xx 1,800.0ksi Eminbend - xx 930.0 ksi Ebend- yy 1, 700.0 ksi Eminbend - yy 880.0ksi Density 32210pcf i i i Service loads entered. Load Factors will be applied for calculations. 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 lr\ SC I. TIC-1- C� r& 7 Va- V-2_Ycl -\ i mil. a� CUL corcv 5 -tavc)A . I3 ' 19 'ic-E7tCca4 t `C lei. 6i.rl b Gre4'4' .c3 t4 s„sl.A.:TE r> pftai4ti.li L, cr�+�Ysrie►Z.++�S 0.985 1 Maximum Shear Stress Ratio 12.25x36 Section used for this span 1,748.62 psi fv : Actual 1,774.44psi Fv : Allowable +D +S+H Load Combination 32.769ft Location of maximum on span Span # 2 Span # where maximum occurs 1.281 in Ratio = -0.539 in Ratio = 2.788 in Ratio = -1.283 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination • Max Stress Ratios Segment Length Span # M V C d C FN C r +D Length = 12.0 ft Length = 60.0 ft 404S4H Length = 12.0 ft Length = 60.0 ft +040.750L40.750S+H Length = 12.0 ft Length = 60.0 ft 562 532 258 224 *' ;;pesigri O = 0.400: 1 1 2.25x36 105.92 psi 265.00 psi +D +S4H = 12.000 ft Span # 1 Cm Ct CL M Moment Values fb Shear Values Fb V fv Fv 1 0.272 0.204 1.000 0.868 2 0.527 0.204 1.000 0.739 0.739 1 0.618 0.400 1.000 0.868 2 0.985 0.400 1.000 0.739 0.739 1 0.531 0.351 1.000 0.868 2 0.871 0.351 1.000 0.739 1.000 1.000 1.000 1.000 75.50 342.41 1.000 1.000 1.000 1.000 206.11 934.73 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 171.50 777.79 1.000 1.000 1.000 1.000 385.57 1,748.62 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 147.50 668.94 1.000 1.000 1.000 1.000 340.69 1,545.09 0.00 1259.26 1774.44 0.00 1259.26 1774.44 0.00 1259.26 1774.44 0.00 0.00 0.00 15.93 54.17 265.00 15.93 54.17 265.00 0.00 0.00 0.00 31.14 105.92 265.00 31.14 105.92 265.00 0.00 0.00 0.00 27.34 92.98 265.00 27.34 92.98 285.00 Rupert Engineering, Inc. ConsultingEngineersCiviUStructural 1519 West Valley Highway N., Suite 101 Aubum, WA 98001 Title Block Line 6 Wood Beam Title : Global Foods - Aire /Pro Job # 11088 Dsgnr: TCL Project Desc.: Freezer Roof Panel & Evaperator Supports Project Notes : 1!� Printed: 22 NOV 2011, 11:41AM File: S 120111 110881StructuralrDesignldesign .ec6 ENERCALC, INC 1983 -2011, Build:6.11.9.30, Ver.6.11.9.30 GCE* `: KW = 06001423 -, b "u ,. ,KUu .;'moo$, b. °r, wy2a_•opdrc<; � x E k f.� JXicenseet RU PER ToENGINEERING;i•INC Description : Existing 121/4 °X36" deep GLB girder Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN Cr Cm C t CL M Shear Values fb Fb V fv Fv +0+0.750L+0.750S+0.750W+H 0.739 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.531 0.351 1.000 0.868 1.000 1.000 1.000 1.000 147.50 668.94 1259.26 27.34 92.98 265.00 Length = 60.0 ft 2 0.871 0.351 1.000 0.739 1.000 1.000 1.000 1.000 340.69 1,545.09 1774.44 27.34 92.98 265.00 +0+0.750L+0.750S+0.5250E+FI 0.739 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.531 0.351 1.000 0.868 1.000 1.000 1.000 1.000 147.50 668.94 1259.26 27.34 92.98 265.00 Length = 60.0 ft 2 0.871 0.351 1.000 0.739 1.000 1.000 1.000 1.000 340.69 1,545.09 1774.44 27.34 92.98 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. " +° Defl Location in Span 1 0.0000 0.000 D+S -1.2827 D+S 2 2.7876 31.385 0.0000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 54.541 28.301 D Only 26.941 14.901 S Only 27.600 13.400 D+S 54.541 28.301 0.000 0.000 11116/2011 07:52 253 - 536 -5522 THERMAL EQUIPMENT PAGE 01 PANEL THICKNESS 2" 2.5" ROD SPACING 4' -0" CEILING PANEL SPAN IN FEET 10 J 12 1 14 24.7 14.9 5'-0" lD s1GN LOAD IN 18 21.7 14.9 6' -0" 7' -0" 4'-0" 13.7 30.0 19.2 12:6 5'-0" 21.6 16.6 12.6 6' -0" 13.6 7' -0" 3" 4, -0" 36.5 25.8 17.5 12.0 5' -0" 21.5 15.5 12.7 10.0 6' -0" 13.0 7' -0" 4" 4j-0" 36.3 27.3 22.3 17.8 14.6 10.6 21.3 15.3 .12.3 6' -0" 12.8 7' -0" 5" 4' -0" 35.1 27.1 21.1 5' -0" 20h 15.1 11.6 17.6 15.0 12.8 10.9 6'-0" 12)6 6" 4' -0" 34.9 26.9 20.9 17.4 14.8 12.5 10.5 5' -0" 19.9 14.5 11.4 6' -0" 12.4 CONDITIONS: Panel Series: Design Parameter: Exterior Face: Interior Face: Deflection Limit: NOTES TO TABLE 300 ' Uniform Gravity Load 26 Ga. Steel 26 Ga. Steel L/240 <book i BIND 113 LL 69., as No, rod i 5 1) Assembly includes: Panels, Kngspan aluminum ceiling T (606346), 3/8" threaded rods (Grade A36), coupling nut (Grade 2), connector bolt with nut (A325), #10 philpans (for attaching T flange to bottom face of panels). 2) Spans shown are Simple and limited by deflection under uniform load only. Spans may be governed by other factors including deflection due to • temperature differentials and negative wind pressure. Contact Kingspan Technical Servioes for specific project applications. 3) Connection of hangar rods to roof system above must be engineered by project engineer of record (not by Kingspan). 4) Maximum aluminum T cantilever is 2' -6 ". 5) The above allowable design loads are after deducting the dead load of the panel. Insulated Pallets 877 -633 -3266 - (385) 636-678e - Fax (38C) 626 -5664 (209) 531-9091 + Fax (209) 531 -9055 www.ldngspanpanels.us Revised 5/2011 11/16/2011 07:52 253 - 536 -5522 THERMAL EQUIPMENT PAGE 02 ?At& I tpkfsf-k. 61(p 51z. Fr. Kings n® Insulated Panels Z,34ps.�^ 5L 54" Las - PAQA (�r 877.638 -3266 - (366) 626 -6789 - Fax (386) 626 -8654 (209) 531 -9091 ° Fax (209) 581.9055 www.{dngspanpancls. us 3,s I Revised 4/2010 WEIGHT PER SO_ FT. 24GA /24GA 26 GA /26 GAT T24GA /26GA • PANEL THICKNESS . 2° 2.05 2.20 2.35 2.5° 2.13 2.28 2.43 " 2.21 2.36 2.51 4° 2.34 2.51 2.68 ° 2.55 2.70 2.85 " 2.72 2_$7 3.02 ?At& I tpkfsf-k. 61(p 51z. Fr. Kings n® Insulated Panels Z,34ps.�^ 5L 54" Las - PAQA (�r 877.638 -3266 - (366) 626 -6789 - Fax (386) 626 -8654 (209) 531 -9091 ° Fax (209) 581.9055 www.{dngspanpancls. us 3,s I Revised 4/2010 BONN �J+ Dimensional Data All Models Dimensions 24" 608 mm 2-1/2" 64 mnl - 480.mm 17 -112° 444 nlm •--a Air Flow 15-1/2" 390 mm 578 rnrn Refrigerant connection End All Models Dimensional Data 1. Electrical Connection End Model BMA 130 BMA155 BMA245 BMA300 8MA365 BMA450 8MA510 BMA600 BMA710 6FPIModels 4FPIModels Dimensions Defrosts Defrosts A B G 0 Elec. Hot Hot BME101 BME140 8ME190 BME260 BME3l0 BME390 BME430 BME520 BME620 Elec. in. mm in. Gas Gas BMG190 BMG260 BMG310 BMG390 BMG430 BMG520 BML100 BML165 8M1220 BML250 8ML330 BML370 3M1.440 BML530 39 -5/16 1,000 1,000 301/4 3o-1/4 BMF440 123 -5/16 138 -13/16 3,130 3,530 114-1/4 MEM mm 770 770 1,480 1,480 2,190 2,190 2,900 2,900 3,300 56 TAM E l F In. .mm In. mm l in. mm lin . mimiim 4.15/16 ICI 125 a -15116 125 4.15116 125 MEM4 -15/16 125 4-15/16 125 125 CZ Si 1,420 1,420 1,300 58 -1/4 EMI 1,480 1,350 25-1/2 650 4 -15/16 NOTE: Evaporator mounting brackets accept up to 1/2" hanger rod 1 ') • Q" 2Q' -nn ' n NOTES: 1. VERIFY THE LOCATION OF THE FREEZER ROOM & EVAPORATORS PRIOR TO THE CONSTRUCTION. SK1 3/16 " =1' -0° LI LA) —V 123/4"x24 "dp GLB EXG CONC TILT —UP WALL EXG 2x4 (� 24 "oc, TYP o "c" M EXG 4x12 (Q m �� a co �' N aX � N aX ® 8' -0 "oc, TYP - t4-73 ax X w L�xi[ EXG BEAM SPLICE, TYP� C 7 C.7 ``' 0 a o 1 (D . \ \ \ o o I E o II / 50' —O" e / .- > 24 WEIGHT SK3 "x95 %6 FOR "x96' = 237 EVAPORA EVA!ORATOR Ibs SEE uR SU'PORT) SKETCH m 0 n ' CID - o "O a o 0 p b i6 "dD GLB - (� i W x �a L,_ 40'1 (.7 LJ a X o l . o > ...... �3'- 6 ":16'- 0 "x4 "dp INSULATED CEILING ' WEIGH . = 131.4 Ibs (SEE SK2 FOR SU ...:. ... ....:.... ....... ........ . ... . ANEL FREEZER ROOM TORT) BY OTHERS NOTES: 1. VERIFY THE LOCATION OF THE FREEZER ROOM & EVAPORATORS PRIOR TO THE CONSTRUCTION. SK1 3/16 " =1' -0° EXG 4x12 ROOF JOIST ® 8' -0 "oc �� /III ./ ./��%/VAINIKINI�� ∎ ./� EXG ROOF SHEATHING EXG 2x4 SUBPURLIN ® 24 "oc % "0 (ASTM A36, Fy =36 ksi) THREADED ROD W /NUTS & WASHERS (6 PLACES PER PANEL) \\_L3x3xYx8" LONG W /(2) 56 "0 x 3" LONG LAG SCREWS TYP ® EA THREADED ROD CONNECTION TO INSULATED PANEL BY OTHERS, TYP 1 &.- "0- x4'dp >:INSULATEfl:. CEI.LING:<•PANEL EXG 4x12 ROOF JOIST © 8' -0 "oc SK2 EXG ROOF SHEATHING EXG 2x4 SUBPURLIN © 24 "oc 0 0 0 0 0 0 ® ® 0 0 0 0 0 0 0 0 O O O O O O o UNISTRUT P1000H3 OR EQ PRODUCT W /HANGER FITTING P2343 ® EA END W / "0 A307 BOLT, NUT & WASHERS Y "0 (ASTM A36, Fy =36 ksi) THREADED ROD W /NUTS & WASHERS EVAPORATOR WEIGHT = 237 Ibs SK3 1 " =1, -0 CONNECTION TO EVAPORATOR BY OTHERS, TYP 08 -01 -2012 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director SCOTT RAEDER 2921 MERIDIAN AV E EDGEWOOD WA 98371 RE: Permit No. M11 -169 GLOBAL FOODS 18161 SEGALE PARK DR B TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a fmal inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 09/10/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 09/10/2012, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, File: AAAAJAW Permit File No. M11 -169 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206-431 -3665 • Na-jo®FR ARgdin9gAngo Una, CONSULTING ENGINEERS /CIVIL AND STRUCTURAL • December 29, 2011 Mr. Bill Rambo, Permit Technician City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 RE: Project Name: Project Address: Dear Mr. Bill Rambo, Engineering Response to Mechanical Permit Application M11 -169 Global Foods —18161 Segale Park Drive B, Tukwila, Washington The following responses and answers to the mechanical permit correction letter #2 dated 12/16/2011 are attached for your review and approval. Response to Correction Letter #2 Review Comment #1: The AIRE/PRO mechanical drawing No. 0001 has been stamped and signed for review and approval. Response to Correction Letter #2 Review Comment #2: The seismic brace plates are not required for supporting the roof panel. The T -bars, 3/8 "m threaded rods are satisfactory with the gravity loads of roof panels due to dead weight of roof panels. The seismic loads are resisted by six seismic bracing systems with (4) 12 gage hanger wires. See structural calculation pages 3, 3a and revised drawing for clarity. Thank you for your prompt response and approval of this permit. Sincerely, Rupert Engin ering, upert, PE, SE ert • ru•erten..com CORRECTION LTR# Z M11 Ld1 RECEIVED DEC 30 2011 PENG CENTER 1519 West Valley Highway North /Suite 101 Post Office Box 836 /Auburn, WA 98071 253 833 -7776 Fax 253 -939 -2168 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 16, 2011 Scott Raeder 2921 Meridian Av E Edgewood, WA 98371 RE: Correction Letter #2 Mechanical Permit Application Number M11 -169 Global Foods —18161 Segale Park Dr B Dear Mr. Raeder, This letter is to inform you of corrections that must be addressed before your mechanical 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. The Fire Department has no corrections at this time. Building Department: Dave Larson at 206 431 -3678 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that 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 throw": the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, f-Z■d 'et/1eStr- Bill Rambo Permit Technician encl File: M11 -169 W:\Permit Center \Correction Letters\2011\M11 -169 Correction Letter #2.doc 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 #2 Date: December 16, 2011 Project Name: Global Foods Permit #: M11 -169 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; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please see item #4 from the first review memo. Please have the engineer of record stamp the pages of the plans that include structural details. 2. Please have the engineer of record evaluate the need for seismic bracing of the cooler and provide details and locations in the plans if needed or have the engineer provide justification for no additional lateral support. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 6, 2011 Scott Raeder 2921 Meridian Av E Edgewood, WA 98371 RE: Correction Letter #1 Mechanical Permit Application Number M11 -169 Global Foods —18161 Segale Park Dr B Dear Mr. Raeder, This letter is to inform you of corrections that must be addressed before your mechanical 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. The Fire Department has no corrections at this time. Building Department: Dave Larson at 206 431 -3678 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that 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, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File: M11 -169 W:\Permit Center \Correction Letters\2011\■11 -169 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 Tukwila Building Divisio l Dave Larson, Senior Plan Examiner Building Division Review Memo Date: December 1, 2011 Project Name: Global Foods Permit #: M11 -169 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; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please provide a site plan for the building that shows the location of the cooler and the condenser. 2. There are some details on the plans that differ slightly from the details in the engineer's packet. The angle brackets attached to the purlins are an example. 3. The lag bolt sizes are clear in the engineer's packet but the diameter of the bolts was not included in the plans. The plans should reference the applicable details in the engineer's packet or, preferably, the engineer's details should be used on the plans to eliminate confusion. 4. The plans show some details for seismic wire bracing similar to typical T -bar installations and state that you need to contact Kingspan Technical Services for seismic brace plate quantity and location. These details did not print clear enough to review and if they are required the engineer should include them in his details with quantity and location included. The preferable method of providing structural details is to include them in the plans and the plans should also be stamped by the structural engineer. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. .,H 7 sY7p P� oaf v'p y.' PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M11 -169 • PROJECT NAME:. GLOBAL FOODS SITE ADDRESS: 18161 SEGALE PK DR B Original Plan Submittal Response to Incomplete Letter # DATE: 12 -30 -11 X Response to Correction Letter # 2 Revision # After Permit Issued DEPARTMENTS: 'J /vvv 6 6('CkAmit- building Division NI Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete .q] Incomplete a DUE DATE: 01 -03 -12 Not Applicable Comments: :Permit Center Use Only - INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 01 -31 -12 Approved n Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: ;Permit Center.. Use•Only -, • CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28-02 • PE "fp 1 PLAN REVIEW /'OU lisIG SLIP ACTIVITY NUMBER: M11 -169 PROJECT NAME: GLOBAL FOODS SITE ADDRESS: 18161 SEGALE PARK DR B Original Plan Submittal Response to Incomplete Letter # DATE: 12 -12 -11 X Response to Correction Letter # 1 Revision # After Permit Issued D A diva-at npTS • IY IM"'►� Building Division a Public Works ❑ Fire Prevention Structural n Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12 -13 -11 Complete Comments: m Incomplete Not Applicable Permit.Center Use Only • INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUESITHURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 01 -1 0-12 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) X Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only . • CORRECTION LETTER MAILED: 6t Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 1�ifr Documents /routing slip.doc 2 -28 -02 • • P:T , r acid 't'r "ty ;s" PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M11 -169 DATE: 11 -23 -11 . PROJECT NAME: GLOBAL FOODS SITE ADDRESS: 18161 SEGALE PARK DR B X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENT ck " I ``k1 Building Division Public Works n Al4P\ A WC � — Fire Prevention Structural Planning Division Permit Coordinator n 0 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 11 -29-11 Not Applicable n Comments: Permit Center Lite Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: I�I Please Route Structural Review Required I I No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12-27-11 Approved n Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only �CORRECTION LETTER MAILED: 1l r t0— k,` Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: �2 Documents/routing slip.doc 2- 28-02 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: L)-- V^ Plan Check/Permit Number: M1 1 - 1 69 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Global Foods Project Address: 18161 Segale Park Dr B Contact Person: Phone Number: 2S -S' 709- 3y?, C Summary of Revision: Lc-1--e,( Q Cu I SeGQ r S1c /,04J DEC 3 0 2011 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio, Received at the City of Tukwila Permit Center by: .Entered in Permits Plus on \applications\forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: • 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.d.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (2- (0-'200/1 Plan ChecWPermit Number: M1 1- 169 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Global Foods Project Address: 18161 Segale Park Dr B Contact Person: S (o44 I2Colef Phone Number: Z `70 9 - Summary of Revision: 6rac∎•-■) ( 1-‹of 1.4. I s )110,.) sLLr r-u /(4154, g 1o.,, (a3 s r z-e ( o< 4 •r+c r , 0k J 5 4c Pie r\ , ' A('•: F"J €D U9 nutLA 1 DEC 1.. 2011 Sheet Number(s): e 1c r1 - Y►'1.. : S k e-e It ill 2, PERMIT CENT VP "Cloud" or highlight all areas of revision including date of re ton Received at the City of Tukwila Permit Center by: RI—Entered in Permits Plus on \applications\forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: cS5-, Contractors or Tradespeople Pier Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name AIRE PRO INC UBI No. 601771753 Phone 2538482626 Status Active Address 2921 Meridian Ave E License No. AIREPI'032RU Suite /Apt. License Type Construction Contractor City Edgewood Effective Date 12/31/1997 State WA Expiration Date 3/18/2012 Zip 98371 Suspend Date County Pierce Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status AIREP „040P4AIRE PRO Construction Contractor Commercial /Industrial /RefrigAir Heat,Ventilation,Evaporat 10/24/1996 10/11/1997 Archived Business Owner Information Name Role Effective Date Expiration Date RAEDER, SCOTT W Chief Executive Officer 12/31/1997 Bond Amount JENNINGS, RICHARDM President 12/31/1997 9360682 KENNETH, BROECK Agent 01/01/1980 06/11/2001 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 4 FEDERATED MUTUAL INS CO 9360682 02/05/2008 Until Cancelled $12,000.00 02/14/2008 3 CBIC 587063 10/13/2001 02/05/2008 $6,000.0008/01/2001 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 6 FEDERATED SERV /MUT INS CO 9849377 03/11/2007 03/11/2012 $1,000,000.0001 /25/2011 5 FEDERATED MUTUAL INS CO 9849377 03/11/2003 03/11/2007 $1,000,000.00 02/06/2006 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 https://fortress.wa.gov/lni/bbip/Print.aspx 01/10/2012 CO w fl 0_ w FI Permit No Plan review Approval of co the violation of of approved F' to errors and oirdsslons. documents does not authorize code or ordinance. Receipt and =ems Is acknowledged: BY Date: r/(® it City Of lbkwila BUILDING DIVISION OFFICES HERE 1175' 90' -0" , SEGALE PARK DRIVE-D SITE PLAN -M 1 74. UNIT GETTING ON FD REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. SEPARATE PERMIT REQUIRED FOR: D Methanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE AP JAN 05 2012 AT City of BUILDING CORRE TION LTR# DRAFTED BY MCCAWSO DESIGNS EDGEWOOD WA AIRE /PRO DRAWING NO.001 RECEIVED DEC 12 2011 PENT CENTER DATE: -10 -2011 CUSTOMER NAME: GLOBAL FOODS 18161 SEGALE PARK DRIVE -B TUKWILA WA 98188 Al RE /PRO EDGEWOOD WA 98371 JOB NO. OR PO NO.00001A DRAWING NO. SITE PLAN -1 EXG ROOF SHEATHING EXG 2x4 SUBPURLIN © '24 "oc 12Y "x24 "dp GLB �L3x3xYx8" LONG W /(2) 46"0 x 3" LONG LAG SCREWS TYP © EA THREADED ROD °4"0 CLOSED EYE SCREW W /1" MIN PENETRATION INTO WOOD Y "0 CLOSED EYE SCREW W /FULL THREAD EMBEDMENT (1Y" MIN) 12 GA HANGER WIRE (MIN 3 TURNS) OPTION B (ASTM A36, Fy =36 ksi). THREADED ROD W /NUTS & WASHERS SPACING PER PLAN CONNECTION TO INSULATED PANEL BY OTHERS, TYP' ALL WALL & CEILING PANELS T( BE 4 "-. URETHANE WIBAKED-ON WHITE ENAMEL: II !OUT (R-33) % "0 (ASTM A36, Fy=36 ksi) THREADED ROD W /NUTS & WASHERS SPACING PER PLAN SEISMIC BRACING (6 PLACES) W /(4) 12 GA HANGER WIRES SEE DTL 4 EXG ROOF SHEATHING EXG 2x4 SUBPURLIN ®.24 "oc UNISTRUT P1000H3 OR EQ PRODUCT W /HANGER Fl111NG P2343 0 EA END- W/Y2"0 A307 BOLT, NUT & WASHERS %"(6 THREADED ROD, TYP 51 -0 "oc. (66 PLACES) SEE DTL 2 • • WAMIAIPAPPAIVAMMI/M/AlIFAI /AO 0 0.0.0 0 0 0 o 0 0. 0 0'. 0 Q "o (ASTM A36, Fy =36 ksi) THREADED ROD W/NUTS & WASHERS I`- CONNECTION TO EVAPORATOR BY OTHERS, TYP EVAPORATOR WEIGHT = 237 Ibs 3' -6 "x 6'— O "x4 "dp INSULATED CEILING P WEIG = 131.4 ibs /PANEL (SEE DTL 3 EL. FOR SUPPORT) b kdivAtiiitti Mn1112 1 5 Wa'0;41. #t \ \..: NOTES: • 1. VERIFY THE LOCATION OF THE FREEZER ROOM & EVAPORATORS PRIOR TO THE CONSTRUCTION. ;_ •a7`. ,.:;....,.... .....f .a -sir+. most dttiltia,milito.t) Not* t: E UPt R N%l •, TR if) L iiKN>i T PEf 8ILfi % "iL POT WO- re reg prAerA pi rjr„= riot,/ d fro r (1) SPECIFICATIONS=EVAPERATU S PSC MOTOR : DEFROST HEATER MODEL BME39O* (2) DATA -CONDENSING INFORMATION . 2 SPECIFICATIONS AND DIMENSIONAL ENS .: R-22 A UNIT: APPRox NET LENC : N DIA. LIQUID SUET: R- 4O4AER- O7 IN COMPRESSOR 1/2" ROD REVISION PER CITY OF TUKWI__A REVIEW COMMENTS- 2 2 9 . Ei3. BY MCCAWSO DES�9 JS EDGEWOOD� W er_ RECEIVED DEC 3C) ze11 P ER ITCENT . 1 DATE. 12-10-2011 -B'V 22OOLO B N 1 40' -0" ALL WALL & CEILING PANELS TO BE 4" URETHANE W/BAKED ON WHITE ENAMEL IN /OUT (R-33) 6' X 8' INSULATED SLIDER DOOR FLOOR PLAN .$ � BRAM woe IN fi+� 011 C 4O ism SX itONGSPANB ' AwtHREAM R ROM 10' -0" 50' -0" 20' -O" 4" x1r PURLIN ON 8' CENTERS MP) n LIc 20' -0" 2'o% _11•::", 11' FLOOR PLAN CONDENSOR UNIT LACED OUTSIDE BUILDING ETWEEN PURLINS 81 -0" 8'-0" 8' -0" 8' -0" A AT- ��� Q ! PATE FIRSTHANGER r .s.a ROO AT MSS 'I!HAti l FROM FACE OP PANEL IUD 4.. KATE MRE FACE! P'A LX 'tR OR Si CHONG PAN. I iNG'TEE SPLICE PLATE W/ ,4); X )Es BOLTS NUTS . HERS AN (1) SPECIFICATIONS — EVAPERATORS MODEL PSC MOTOR DEFROST HEATER EVAPERATOR HP 460/1/60 AMPS WATTS TOTAL AMPS WEIGHT BME390* 1/4 3.0 825 16.8 237 (2) SPECIFICATIONS AND DIMENSIONAL DATA—CONDENSING INFORMATION MODEL NUMBER COMPRESSOR NO. FANS DUA. LIQUID SUCT. R-22 R -404A/R -507 A UNIT LENGTH IN / M APPROX NET WEIGHT Ibs'/ -Kg. BV-2200L6 4DT3F76KE 2 26" 7/8 2 -1/8" 93 42.2 81 36.7 144 3.66 1,504 CONDENSING -UNIT -ELECTRICAL FAN AMPS MCA MOPD HEATER CAMPS 15 55 40 36" X 12-STRUCTURAL MAIN BEAM (DUSTING) PURLIN 3" LAG BOLT (rYP) it PURIM ON 8' CENTERS (TYP) 39X4" -BRACKET 'MP) (CEILING DETAIL) 4• INSULMW PPIEL(YP) _AittretWAgrAtiff/Artitielairm. UNISTRUT HANGER 'T-BAR LEDGER 16' ON CENTER 4•X4" DEFLECTION PLATE 60° CENTERS 8' -0" 8'—O" CEILING DETAIL Q 2,227" TYPICAL REVIEWED FOR CODE COMPLIANCE APPROVED JAN 0 5 2012 City of Tukwila BUILDING DIVISION (OVERALL HEIGHT- 12' -41 39X, ANGLE ATTACHES LID TO WALL 1r CENTERS 68 X 3/4" S.M.S (TYP) 29X2" ANGLE FLOOR TO WALL 118 X 3/4" S.M.S ON IT CENTERS ErailltrArterfarffirrArallrAlrAlrjr 4" - CEILING 2"X2" ANGLE ATTACH TO WALL 1r CENTERS. TCECENTERS ( ') CRETE 24' a 4 . • q• d..a . • • - a .: •- ♦ d._ e.. • - G a • •d w• i EXISTING. SLAB . . - • .d • . • d .. -e tr - • '4 I -' . s • SIDE VIEW DRAFTED BY MCCAWSO DESIGNS EDGEWOOD WA AIRE/PRO DRAWING NO.001 DATE: 10 -15 -2011 CUSTOMER NAME: GLOBAL FOODS Al RElPRO EDGEWOOD WA 98372 JOB NO. OR PO NO.00001A DRAWING NO. GF0001A M1Hb RECEIVED NOV 2 3 2011 PERMITCENTER