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Permit M14-0043 - DARWIN'S NATURAL PET PRODUCTS - INSULATED METAL PANELS FOR FREEZERS, COOLER AND PRODUCTION AREA
DARWIN'S NATURAL PET PRODUCTS 350 TRECK DR M14-0043 City of Tukwila Department of Community Development =v 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 i8 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: Address: 0223400045 350 TRECK DR 1 MECHANICAL PERMIT Project Name: DARWIN'S NATURAL PET PRODUCTS Permit Number: Issue Date: Permit Expires On: M 14-0043 3/11/2014 9/7/2014 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: PANKRATZ HOLDINGS LLC POBOX 58388 , TUKWILA, WA, 98138 ROY PITMAN 20514 ISLAND PKWY E , LAKE TAPPS, WA, 98391 GATEWAY CONSTRUCTION SRVCS INC 5602 2ND AVE S , SEATTLE, WA, 98108 GATEWCS992C3 Phone: (253) 279-7445 Phone: (206) 621-9111 Expiration Date: 3/4/2016 DESCRIPTION OF WORK: INSTALLATION OF THE INSULATED METAL PANELS FOR THE FREEZERS, COOLER AND PRODUCTION AREA. Valuation of Work: $242,000.00 Type of Work: NEW Fuel type: GAS Fees Collected: $2,969.86 Electrical Service Provided by: PUGET SOUND ENERGY Water District: TUKWILA Sewer Distric: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: Internations Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2012 2012 Permit Center Authorized Signature: �,1 v Date: `� I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this p- mit does not presume to give authority to violate or cancel the provisions of any other state or local la s re;.. sting construction or the performance of work. I am authorized to sign and obtain this development agree to the conditions attached to this permit. Signature: Print Name: • l4 Date: 3-1/-?0/if This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 5: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 4: 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) 2: 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) 1: 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). 9: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2328) 8: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2328) (IFC 104.2) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 6: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 7: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 10: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 11: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 12: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 13: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 14: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 15: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 16: 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). 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ***MECHANICAL PERMIT CONDITIONS*** 20: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 21: Manufacturers installation instructions shall be available on the job site at the time of inspection. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1400 FIRE FINAL 1800 MECHANICAL FINAL 0701 ROUGH -IN MECHANICAL CITY OF TUKW1 Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littp://www.TukwilaWA.gov Mechanical Permit No. Ijk, `L\ — DO 2-{ 3 Project No. Date Application Accepted: CD- < L4 Date Application Expires: 8-6 ( 9 (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 Site Address: 3 50 T%t-+er_t Drat VQ, Tenant Name: .bQR.o...fi 1 N AT[Rraet. P42.1 WaCDUTS King Co Assessor's Tax No.: 1 S� Suite Number: Floor: 1 - New Tenant: ® Yes ❑.. No PROPERTY OWNER Name: eiltata I d N AT() (A-L. P. ocociS Address: /SOs.- 5. q 3ro sr. UM fT Be City: s:124Trtiz State: wA - Zip:gg1� CONTACT PERSON — person receiving all project communication Name: rt-4-ehVd Address: 2.0 St 4 3: St.A-rtD P *t' E City: t pe TA PPS State: : J A . Zip: Bei Phone: 2-S3 79 —7414,c- Fax. 2 253 g 436$ Email: P-r ►vt4 n Q. n4-4 ,orrses CA tens n . c.an•% MECHANICAL CONTRACTOR INFORMATION Company Name:44,re Lasati 66*4s* sQ.!'v;zit S Address: Sboz SJ¢t©..tio A V2. So v City: sQArrtz. State: witZip:gglng Phone:206 6 Z1 g i i j Fax: 20b 6 21 L3 9 i Contr Reg No.: xp Dge: 4ATEcalGSeSIG Tukwila Busine s License No.: t �Us oac y+ 53 rxe z31i4 Valuation of project (contractor's bid price): $ Z14 2I0Cep"- Describe the scope of work inndetail: ZN Si -A LL.AQI C N F 7-41 Q i t $V L. WGe0 1�'11-431.�, k-S 1SOa2 th-L f%I.Q.Z'24-rS , 406 (442. 4-ND prod. U gni Q1-EA Use: Residential: New ❑ Replacement ❑ Commercial: New ®. Replacement ❑ Fuel Type: Electric ❑ Gas ❑ Other: 1U-a7'J L H:WpplicationsWorms-Applications On Line \2011 Applications\Mechanical Permit Application Revised 8-9-1 I.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 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 Ventilation fan connected to single duct Ventilation system Hood and duct Incinerator — domestic Incinerator — comm/industrial Unit Type Qty Fire damper Diffuser Thermostat Wood/gas stove Emergency generator Other mechanical equipment r_ td.etI Boiler/Compressor Qty 0-3 hp/100,000 btu 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 ER S.:,. UUTHORIZED AGENT: Signature: lC�- Date: 2. - b rf 4 Print Name: Fw"1 T(4144 il-A) Day Telephone: 2 5 3 2. 'I q '7 4 Lt c Mailing Address: 2051 `f "MI444"1 D 41Z4Arti G. LA EA.T4PPS wil eigY City State Zip H:\Applications\Forms-Applications On Line \20I l Applications\Mechanical Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 2 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT I QUANTITY I PAID $2,969.86 M14-0043 Address: 350 TRECK DR 1 Apn: 0223400045 $2,969.86 MECHANICAL $2,855.63 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 $32.50 PERMIT FEE 8000.322.100.00.00 $2,252.00 PLAN CHECK FEE R000.322.102.00.00 $571.13 TECHNOLOGY FEE $114.23 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R1118 R000.322.900.04.00 $114.23 $2,969.86 Date Paid: Thursday, February 06, 2014 Paid By: PITMAN ENTERPRISES Pay Method: CHECK 9012 Printed: Thursday, February 06, 2014 1:25 PM 1 of 1 R SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. 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:1 l ` Type Is telc 1--', Address:2 �� ,3 ..--- r , -C t� Date Called: Special Instructions: Date Waited: r v — 1 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: reYN-rt Ins'Ttar: oate7_ ,3 _ / 4 / REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid\ate6300 Southcenter Blvd 1 Suite 100. Call to schedule reinspection. . INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projec . 'Cp..iic...s,,,/ Type of Inspection: • l•'.L,1 ,icn.,G,— ist�.�SG1—''L. Address: Date Called: Special Instructions: Date Wanted� j ,- f /'7 `ap.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: (;) ri''.3,-, f„A.1 c - �7Op,iti�Z r in&pectdr: / T Y>< (. REINSPECTION FEE REQJIRED. Prio to next inspection, fee must be paid at 6300 Southcenter lvd., Suite 100. Call to schedule reinspection. Date: 5-?—it/ INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 ,f).) 04-w-k 3 Project: �`.A ! (i\! Type of Inspection: t 1-111 t NJ e Address: , i& C Date Called: Special Instructions: Date `'1Alanted .� j lam" p Requester: Phone No: ElApproved per applicable codes. 1...,J Corrections required prior to approval. a COMMENTS: C (1 t c,-.Ll ! e C --iV 6 :A ` 1 ►.1 S 00 \ : 'vk _i 7.36(AW4 cATv`1 .1`JS'+R'()( cli 04 -AC P ., - Ins' ettor: ,� Nt_l 11\A.14--� \ t- v1 Date: y-mil—r`f k REINSPECTION FEE REQUIRED. Pri r to next inspection. fee must be kpLid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit ‘ jtiPERMT?NUF BERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 D/3- J:i roject; T14/2L% I ,a -dress: ( - uite #: Type of Inspection: c .In. r-} / J f' i P i w`(L- Contact Person: pecial Instructions: Phone No.: ...Approved per applicable codes. Corrections required prior to approval. ;OMMENTS: `i�f}/1; - P v 6 1 0 1/ 00 ` ii't -4. P fit A t .. 0 A..c_f,,, .c.,,,,,,,,,, ee/1-ii / leeds Shift Inspection: Sprinklers: ire Alarm: Hood & Duct: lonitor: Pre -Fire: rermits: Occupancy Type: nspector: �( Date: L!; �� /5,7 Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 CONSULTING ENGINEERS Supplemental Structural Calculations for Cooler/Freezer Ti Response to Correction Letter #1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 07 2014 City of Tukwila BUILDING DIVISION Darwin's Natural Pet Products Tukwila, WA cORRECTLON February 2014 PSM #14001 2 200 6T Et A. v E N :4 (5 0 1 v,r w.P$M-ENCIINE 17. ES.COM SETTLE WAs N T N 98121 USA RECEIVED CITY OF TUKWILA FEB 2 8 2014 PERMIT CENTER 1' I-1 N 2(16-622-458) FAN 20 6 - 62;2- 0422 M )-1-064(3 CONSULTING ENGINEERS Supplemental Structural Calculations Darwin's Natural Pet Products Table of Contents Calculations for Comment #1 Calculations for Comment #2 SEAT cWASttiNi rON 98121 USA A 1'O6-632-O42 JOB: tI/42VPIN\-1 (*C1 ) C i PSM DATE: 1412.04 * BY: eliCi CONSULTING ENGINEERS SUBJECT: 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 1 OFFICE 206.622.4580 www.psm-engineers.com i I I I I CAMISki-L • i i I I 1 . .. I • ITOiI CCM tit I Coo Wit- (s) 1 :VV44 kisg0 I' 1 I1 1 4 i t 7 (;q1* . . ii1J CverAlYL-1- 1 i t-Atizii.v.5! 1 ; i 1 f . I i 1 1 i 1 : sostmit v.) i om.vr , [ I vlIfkut I : _L_ II i eo tPttc4.01 ' , 1 1 -•;1-:: (f" ) i i• i ! ----1-74 i 1 1 1 1 , i 1 _____L______1_4A.,.. 1 141' L 1 , 1 , 1. :51:4 1 : 1 4-1 1104it_4_ - :... 3f9i , 1 . „ i - jz, 1 i , 1 1 i 1,101 . Osr- 7: 2-1 I i . ! ; 1 1 , . 1(311 r- sv) 'z1 111 1 ,......;.---- 1 1 t1S- --tAiltdt 1 1 , . . 1 , ic't 1 1 os- 1 1 Wt. 111,01:1-% ( I") it-- 3q1(• i60- 4.d.),, ilil , TI,) -1 s-'4)_ , : 1 .i. 1 I 71_4 A I l't 1 'A , • 1 ' - ,1001 (1S11:: -7 , . -----1----.--,..................... i 1 _____ ‘4. la l ! I : i - IlL b 'l 1 1 - 7, Lts t ....,.. 1 1 1 ---4-..---1 t •.ii.__014.e..44-144t.1 1 _____ , i - [ 'pt-Itt,is iFea. MI Ldievadol, =24 51z.- Nori, 0014 . 1 " A JOB: t SYLV.A. N,N 1 410 (ili'004, ) L. L PSM DATE: Lc( tat 4 BY: are, CONSULTING ENGINEERS ca.( SUBJECT: 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 ri OFFICE 206.622.4580 www.psrn-engineers.com 1 r iJtL --lexytktrof.) wIrreal 1 ,! 1 lid (1,14k1 1. , 1 - 1(14.4 , 1 ...47im' 'ir 01,lik4r i teiT 1,4 kk. ci-vkA.,,„)± l• 1 4a,Ltv i 1 61106 I i .... - Tv Exis-r- , . 1 i 1 i ,• -,00,1,-2: I i 1 i _.. -- r '-- —i- , -I ... . ( Z.4. i 1 ...S I I 1 1 I I 1 ;!AP i 11. 44.4ty,L. ; 1 - 1 1"61„ fli5,4 kAl 1. ____, IFOOCe I Y.iST. ti 14 t: . 10.4t1‘ I-S.0.4.44. s 0 6 s-kt6' I i --t t i 1 2.10z ic ( 1—H) t ti ‘I,,mg 7..i 7 'lsq,! e., iw;... )4 Ow i& 2.. ... IT; lit4.: i.t 1 i , = 1 21. 1 : I i•- 1 i i 1 i...„ ... , 1 rr‘4.44 . Ai Vi t 01 c_imx_ 64.444...t I NG )- 7.alt.e14- 0ku0 =!'4- Z.°.6 ( i) I— 1 • ; 'W.‘sAO' IS, ' ' 7. '• ip 1 1 * t, I Ls -r- E t! 14 t 1'24 2 u„...,,irs I L I ; , • , i 1 ! .! 30;._ 't 1.1;',.-ti" j; ..._.... If) ._t ._.i., i 1 1 ; 1 i,biikb , f ILA- 1 1 \k'sl-t(,1 , . 1 i 1 Selt °Ai i, 420 • i. + I q `: 1 4 •i- k. ! 4-1, ) 0 I I _L__ rtv`il va 74 i JOB: 064-44tio`s (4-1,400) CI PSI DATE: 024 ?A' (1.31 di BY: e, S (,) CONSULTING ENGINEERS SUBJECT: 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 205.622.4580 www.psm-engineers.com I I I / i I 11'4 I cc) 1 1 i : ! 1 I1 • • . i ; • i I 1 • . ...4 . 1 , 1 1 1 • 1 , i 1 1 ! oe4- -z- I x 11 e' 40 11 s.a 1 i 1 1 1 1 , : . 1 1 It --;-- ii , I • 1 I- I ! ,• . • ,__ , 1 -I -] ! i ! in r 31 ri 4 v , . 1 ! , , 1 1 ,1-, 1 I 1 , I I , , 1 F I etlq Vi. • ' , t I i alibl , .. 1 ! I 1 i I . . . 1. ! I 1 I 1- I I \1 U. . i I • • , [ ' -- -1 1 I ! - 1 i 1 i 1 i I., . 1 tl Slbc i el vklei, 1 +IlieviA411 kva,,t),10—val i 1 - tevyx„.peo V/ wk(li diA ._.,., I i 1 1 1 - c.“4,41•11.*„,>0 440.,E-44-_, cArA14. A.- 2,4 , . ! —1 1 6,041* OP-0-. 1,o- ' . ! • r,- ict!S--ii-.- .6 I'm° 1 01)-144 t 0 t) WV14:4444.11 M2.--1 <;1045144>$61.__T______ 1 . _I OITV(Pri r- (1/41•0 Jrt, 3 )i-1 11, 141-1f=1 all 16i. JOB: ObOrAMAJtS (,tr 1.40'011 PSM DATE: °V I- C (2.'314 BY: e....1(.4 CONSULTING ENGINEERS SUBJECT: 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com I ! ; (it7'14I& I 1 ! L(.)- f,..ti e ch- ' , 1 i1 i A , 1 i , 1 i - - • .._ / ! , I i 1 I , , 1 1 -iv , 1 . 111$, : .•• • . ! • t :' . -1 1 1,1 • .• 1 : I-- I i • i I : i ! . 1 1 I 1 1 44_ • . 1•1 t I I ry4,)44k). I ! :' i- -1 - ...•- 1 1 : \III I i e t- - ,, r. ._. _ (..-:i`-f- 1 Pia-vrk4fsAaidA.;001._-. I . i hilv r— 10 1. LE i • 1 : , ' I I I • , 1 I A. 1 11 u, i •(. f 1 1 WilaF- 1 r— I 1 . , ..1 ..1 , • I i ! . • I ' 1 4 II.* .....1 - , — t- • , 1 n , ---",--------7-7-7---, . i ,,--1--., 1. __,_1•,="1 I I I 1 • i_ , I 1 , . ...,,_ _ ., A , tiflk, . 211171! li ' 1-- i i i ,•,s, t • r 1 , I . . ! ! ! J [ I . 1 z I , - q/ 11_„till te 1 ,,,,,,,, i_ 1 , , 1 I . ; 1 , I ... I 1, '. • I : 1 I ctaqs 1, ....i i Ng : I,!.. . • !1 I1 S ,'I _1 !1iI111I -•, . - i I 1 • JOB: 940.1.41 /..1 S I. t dtt)°1 ) L. i psm DATE: 014 Lle ! 1.44 / BY: dcti CONSULTING ENGINEERS SUBJECT: 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com 1 i —FAC_____14.V__Eli,,ItE i 1 , . — : : _ : ! it,-4JP•Y t•440 1 01/41 41-Itt4C±Ilai4i I t 1 - tAMLIF /Q ; ! I 1 i I 1 i ! . • • 1 Tlari St ?I 11 /-- i _4/A.R' _:‘ ..i • - ; . 4 1-4-- -1- , i i I I 1 i 1 I ! 1 , i i • 1 21 , 1 1 1 ; , i I_ 6 MI • . i : . d 11) 1 1 ; A), I 1 I 1 , IC-Cr I 1 ; 1 1 i ; , 1 1.• ... , ; I • F-1 I , -I' I I ! ; F . , I I L. 44tr 00i .4 1.- - tl,/,..(41 , . -=- 1 , 1 •, ' I , 1 1 _.; --It • • .:,,,_ 11,(1, ii , . i; ,i, if- . 614? I e4 oik,,L • ...............,....,-,..... , 1 i , I i .• 4 1 1 , I v.tI s '1 tli 1 1 i - -------1-- a i .t. r•-_k:fot u 1 i L 1 1 , 1_Lip , `i4.. 01 e liar 1 1 __I 1 •1 i 1 1 kt--'i- rkl ot-gT ,-- . JOB: VOMANAN‘i (4Z1 46)th ) C PSM DATE: 0 V(1.3124,1-q BY: ti4 CONSULTING ENGINEERS SUBJECT: 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com I I i I ; i I. 1 I , I I i t) :: kl.1 IL 0./0 __— — -- - -ILL I 1 vill , I I I i 1 1 4F i - 4;10+ 16 di 1 1 ivm 0:11 co,,c, ÷ - • JAI) - ir— I 1 ; ; 1 ft I . . k . L Tj0..11 1 1 i r i 4, x-rt, C-A414(Art. gps•r- = I 1.- bfsr;-• _ffi 1 = (2-wo ft,• I' Mi t _ 19'44 I --I I 4 , Y i --i-- I- ,.. . 1 G efra. ..._ _ I 1\4;1 L. titve_14i • , ---._ . .....,.. 1 1 I t r i 1 4 , i 1 4 ---1,_ i , I I _i i . ; . 1 1. �2t;v1s�� it.' CMlNG Pi-aO kCf'l.. 04J Ca) (444. Description : #14001 - Darwin's - Ceiling Beam CODE REFERENCJ Calculations per Load Combination Set : IBC 2012 aterial`:: P.ropert a s Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination IBC 2012 IPR06RA ZENf .R. _ 1412iiNaittz Licensee : PETERSON-STREHLE-MARTINSON, INC 0(0.0687857 Ld022333) CN, i• 'Applied: Loads j3{ laa Span = 30.0 ft W16x38 Fy : Steel Yield : E: Modulus : �g� ,�1 �I�X'1 ftiC�slEi�iS�:ufu1. 50.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.003080, Lr = 0.010 ksf, Tributary Width = 22.333 ft, (Ceiling Uniform) S1GN SUMA tY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable ' Load Combination +1.20D+1.60Lr+0. 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 Maximum Forces; Load Combination Segment Length Span # +1.40D+1.60H Dsgn. L = 30.00 ft 1 +1.20D+0.50Lr+1.60L+1.6011 Dsgn. L = 30.00 ft 1 +1.20D+1.60L+0.50S+1.60H Dsgn. L= 30.00ft 1 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 30.00 ft 1 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 30.00 ft 1 +1,200+0.50L+1.60S+1.6011 Dsgn. L = 30.00 ft 1 +1.20 D+1.60 S+0.50 W+1.60 H Dsgn. L = 30.00 ft 1 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 30.00 ft 1 +120D+0.50L+0.50S+W+1.60H Dsgn. L = 30.00 ft 1 +1.20D+0.50L+0.70S+E+1.60H Dsgn. L = 30.00 ft 1 +0.90D+W+0.90H Dsgn. L = 30.00 ft +0.90D+E+0.90H Dsgn. L = 30.00 ft • tresses for Load Colnbin Max Stress Ratios M V 0.900: 1 Maximum Shear Stress Ratio = W16x36 Section used for this span 54.357 k-ft Vu : Applied 60.424 k-ft Vn * Phi : Allowable 50L+1.60H 15.000ft Span # 1 Load Combination Location of maximum on span Span # where maximum occurs 0.316 in Ratio = 1,139 0.000 in Ratio = 0 <360 0.464 in Ratio = 776 0.000 in Ratio = 0 <180 ons; Design OK 0.052 : 1 W16x36 7.248 k 140.715 k +1.20D+1.60Lr+0.50L+1.60 H 0.000 ft Span # 1 Summary of Moment Values max Mu + max Mu - Mu Max Mnx Phi•Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi*Vnx 0.273 0.016 0.442 0.025 0.234 0.013 0.900 0.052 0.900 0.052 0.234 0.013 0.234 0.013 0.442 0.025 0.234 0.013 0.234 0.013 0.176 0.010 1 0.176 0.010 16.52 26.72 14.16 54.36 54.36 14.16 14.16 26.72 14.16 14.16 10.62 10.62 16.52 67.14 60,42 1.14 1.00 26.72 67.14 60.42 1.14 1.00 14.16 67.14 60.42 1.14 1.00 54.36 67.14 60.42 1.14 1.00 54.36 67.14 60.42 1.14 1.00 14.16 67.14 60.42 1.14 1.00 14.16 67.14 60.42 1.14 1.00 26.72 67.14 60.42 1.14 1.00 14.16 67.14 60.42 1.14 1.00 14.16 67.14 60.42 1.14 1.00 10.62 67.14 60.42 1.14 1.00 10.62 67.14 60.42 1.14 1.00 2.20 3.56 1.89 7.25 7.25 i.89 1.89 3.56 1.89 1.89 1.42 1.42 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 140.72 Description : Overall Maximum D,aftecttons Load Combination #14001 - Darwin's - Ceiling Beam Jnfa Span I t_oac Licensee : PETERSON-STREHLE-MARTINSON, INC Max. "-" Del Location in Span Load Combination D+Lr 1 0.4641 Vertical Reactions • Unfactored Load Combination Support 1 Support 2 15.150 Support notation : Far left is #1 Max "+" Deft Location in Span 0.0000 Values in KIPS 0.000 Overall MAXimum 4.923 4.923 D Only 1.573 1.573 Lr Only 3.350 3.350 D+Lr 4.923 4.923 JOB: VOrd.V.11 IVk ( (0 1 q ) Li. psm 02, 1 tv (944.5( BY: e R(4 CONSULTING ENGINEERS DATE: SUBJECT: 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com LeLN_._ 1 ____ Ijekpir_tO_t1 C*44't111-0/4.1 k0 1r l'keL (2_,JAC4 v-(7 ._ . , I Vrkrt/ki- 504e. v1/4.Ir 10 1 1 , ps • , 1 - - . . , L "Pr---'1*-4 VirATOr Or f ett Pvti-7: -1-i- , . , , n 1 14 •:: $1 1 1 , • i i 11 , '"` ZIT. J____I , 1 • 1 -4 1 ( )--j-Littru4 L • 1 ii 3-i,--3 ,oisalcx,tH )e-O-to" ' !........ , • . , 1 , i . , . , T 3trcil... . : 1 1 1 . 1 . • • , 1 •- lel \ 1 1 i 1 L4I , . 1 — • ; . 1 ! i , 1 , ! . 1- ; N i,,qI Sris irtc,,,Li_ i 1 It , , 1 -1 1 1 . , , . 1 , f ) •41,1-- 1 ! 1 i _u_Sf_ , 1 • _11.__31 1 ,• ,_ L . -•,-. 1 1 1 i ) . 1 ...... I :1 . ! .• . 1 i 1 , 1 : • L • , , 1, i 1 i I 1 1 • _ I : • 1 1 I i . • , 1 , I. I --1 i . 1 i - 1 I I 1 , I 1 . , I 1 1 , . 1 1 . 1 1 i 1 i I 1 . , I . 1 1 1 I I1 1 . I- 11 1 it I ' I I 1 H I 1 I 1 1 , I I 1 I ! I I I _ JCi CONSULTING ENGINEERS Structural Calculations for Cooler/Freezer Ti Darwin's Natural Pet Products Tukwila, WA February 2014 PSM #14001 2200 (i : H A v E -N J E 4601 ;'t' :x: l': . P C ti. EAT1.!..t;: 'ASE.fINVTON 98121 L.ISA ! NG?'EHlz. .C;f.) RECEIVED CITY OF TUKWILA FEB 0 6 2014 PERMIT CENTER PHONi. 206-622--1.580 :- 'iX 206-622-0422 PSM CONSULTING ENGINEERS 2200 SIXTH AVENUE, SUITE 601, SEATTLE. WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com JOB: b n.)‘.f 4t- 4.o3i) DATE: BY: d 0 f "Lof SUBJECT: tr-)J1 rtfr --St„lo er.t.,'s.44. DA 1 111111 . , (FTrfl "r_t 1 i 0,1240_1_1 1 ! [ 1 '1111i 1 : ; 1644-.C-1-0 /4,1/) Ckti• 1!!! 40!tj14-"1 ! 110 ° I I , V4414)0 tr Sy.* . 4110e 114reittLTAJim44,44 • : 1 '11 I 1 1 , . I !-- [-I I 1 I. ; ' 1 1 ! 1 , , I • 1 II 1 I I GpeItcs4%-b4p. 41-yi --dra=7,74 I i i I i , 1 I I 1 I I. I I I i • ; 1 i I !-----[ rt ..1 1 . , 1 1 , i , 1 , I Design Maps Summary Report Page l of l 5 usGs Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.45423°N, 122.2516°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.447 g S� = 0.539 g S►as = 1.447 g Sal = 0.808 g S°s = 0.965 g Sol = 0.539 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.65 1.10 1.50 1.00 1.35 0.90 1.2D 0.80 1.05 0.70 Oi 0.50 7111. 0.60 M 0.75 0.50 0.60 0.40 0.45 0.30 0.30 0.20 0.15 0.10 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Design Response Spectrum Period. T (sec) Period. T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http://geoha7iirds.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.45... 1/9/2014 PSM CONSULTING ENGINEERS 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com JOB: 0M24011e•JS 4;Fet'et)t DATE: 01,(7-1 ( IF BY: SUBJECT: KS45SL 6" 26/26 Uniform Live Load Load (psf) Span (ft) Shear Diagram Moment Diagram 5 KINGSPAN 13 •-IOps. U' 3 eci 23 1' Structural Analysis for a One Foot Panel Width: Reaction (Ib/ft): 150 Shear (lb/ft): 150 Support Moment (in-lb/ft): In -Span Moment (in-Ib/ft): 10316 Distance (in): 138.00 Deflection (in): 1.060 Distance (In): -, 138.00 Deflection Ratio (U?): 260 150 -150 Panel Design Summary: End Supt. End Supt. Int. Supt. Int. Supt. Deflection Connection Pull -Out Connection Pull -Out Shear Buckling Ratio (Ib) (Ib) (Ib) (Ib) psi (psi) (U?) Ultimate Value: N/A N/A N/A N/A 18.30 24000 Design Safety Factor. N/A N/A N/A N/A • 3.00 2.50 Design Value: N/A N/A N/A N/A 6.10 9600 240 Actual Value: N/A N/A N/A N/A 2.13 7226 260 Actual Safety Factor N/A N/A N/A N/A 8.58 3.32 NOTES: 1) Section properties, ultimate values and safety factors used to generate this table: 1c=4.3786 In4/Ft Sbf= 1.4922 ln3/Ft Sbi = 1.4276 Ina/Ft A a = 70.06 In2/Ft G c = 345 psi E = 29,500,000 psi 2) This table assumes minimum 16 Ga. Steel Supports with a single fastener pullout capacity of 883 Ibs. 3) This table assumes 2 Hidden Screws with Clip Only. 4) The calculated dead weight of the panel is 2.96 psf and has not been considered in the tabulated loads shown above. 5) Panels must be checked independently for thermal stress and manufacturing and shipping considerations. 6) This analysis was prepared on January 17, 2014 using SpanPro Release 3, Beta 12. r. Description : #14001- Darwin's -Ceiling Beam CODE REFERENCES Calculations per AISC 360-05 Load Combination Set : IBC 2012 Matenaf .Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination IBC 2012 dry Appled Loac Licensee : PETERSON-STREHLE-MARTINSON, INC Fy : Steel Yield : E: Modulus : D(0.067) Lr(0.2233) i it he 7 c,; a 2" Span =30.0ft W16x40 50.0 ksi 29,000.0 ksi Service toads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads • Uniform Load : D = 0.0670, Lr = 0.2233 ksf, Tributary Width = 1.0 ft, (Ceiling) • <:DESIGAGfJNT1 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 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum► Forces Load Combination Segment Length 0.713: 1 W16x40 54.662 k-ft 76.622 k-ft +1.20D+1.60Lr+0.50L+1.60H 15.000ft Span # 1 0.273 in 0.000 in 0.404 in 0.000 in es for l oad Combinations Max Stress Ratios Span # M V Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1,318 0 <360 891 0 <180 Design OK 0.050 : 1 W16x40 7.288 k 146.40 k +1.20D+1.60Lr+0.50L+1.60H 30.000 ft Span # 1 Summary of Moment Values Summary of Shear Values max Mu + max Mu - Mu Max Mnx Phi`Mnx Cb Rm VuMax Vnx Phi"Vnx +1,40D+1.60H Dsgn. L= 30.00ft +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 30.00 ft +1.20D+1.60L+0.50S+1.60H Dsgn. L = 30.00 ft +120D+1.60Lr+0.50L+1.60H Dsgn. L = 30.00 ft +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 30.00 ft +1.20 D+0.50 L+1.60 S+1.60 H Dsgn. L = 30.00 ft +1,20D+1.603+0.50W+1.60H Dsgn. L = 30.00 ft +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 30.00 ft +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 30.00 ft +1.20D+0.50L+0.70S+E+1.60H Dsgn. L = 30.00 ft +0.90D+W+0.90H Dsgn. L = 30.00 ft +0.90D+E+0.90H Dsgn. L = 30.00 ft 1 0.220 0.015 16.88 16.88 85.14 76.62 1.14 1.00 225 146.40 146.40 1 0.353 0.025 27.03 27.03 85.14 76.62 1.14 1.00 3.60 146.40 146.40 1 0.189 0.013 14.47 14.47 85.14 76.62 1.14 1.00 1.93 146.40 146.40 1 0.713 0.050 54.66 54.66 85.14 76.62 1.14 1.00 7.29 146.40 146.40 1 0.713 0.050 54.66 54.66 85.14 76.62 1.14 1.00 7.29 146.40 146.40 1 0.189 0.013 14.47 14.47 85.14 76.62 1.14 1.00 1.93 146.40 146..40 1 0.189 0.013 14.47 14.47 85.14 76.62 1.14 1.00 1.93 146.40 146.40 1 0.353 0.025 27.03 27.03 85.14 76.62 1.14 1.00 3.60 146.40 146.40 1 0.189 0.013 14.47 14.47 85.14 76.62 1.14 1.00 1.93 146.40 146.40 1 0.189 0.013 14.47 14.47 85.14 76,62 1.14 1.00 1.93 146.40 146.40 1 0.142 0.010 10.85 10.85 85.14 76.62 1.14 1.00 1.45 146.40 146.40 1 0.142 0.010 10.85 10.85 85.14 76.62 1.14 1.00 1.45 146.40 146.40 iI Description : Oye[al_ < FaziR Load Combination D+Lr #14001- Darwin's - Celing Beam ons nfactored toa Licensee : PETERSON-STREHLE-MARTINSON, INC Span Max. "--" Defl Location in Span Load Combination 1 0.4041 15.150 al ea' V;,...a ctioas<Urtfacfored Load Combination Support 1 Support 2 Overafl MAXimum 4.957 4.957 D Only 1.608 1.608 Lr Only 3.350 3.350 D+Lr 4.957 4.957 Support notation : Far left is #1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS PSM CONSULTING ENGINEERS 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com JOB: 0 4rW1.(4.5 (*I if°Ut DATE: 01 11-t41.41 4, BY: SUBJECT: PSM CONSULTING ENGINEERS 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com DATE: 01 12:24 2.6)4 f BY: SUBJECT: 10 Description : #14001 - Danvin's Code Refet+ehces Calculations per AISC 360-05 Load Combinations Used : IBC 2012 Generallnorpatior_>> t Licensee : PETERSON-STREHLE-MARTINSON, INC Steel Section Name : HSS4x3x5/16. Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Apple Load Resistance Factor 46.0 ksi 29,000.0 ksi IBC 2012 Column self weight included : 202.684 Ibs *Dead Load Factor AXIAL LOADS .. Ceiling: Axial Load at 16.0 ft, D= 1.605, IR = 3.350 k IESI.GN s{M •1 .. . Overall Column Height 16.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis budding =16.0 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling =16.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2733 :1 Load Combination +1.20D+1.60Lr+0.50L+1.60H Location of max.above base At maximum location values are .. Pu 0.9*Pn Mu-x 0.9 * Mn-x : Mu-y 0.9 * Mn-y PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn *Phi : Allowable Load Combination 0.0 ft 7.529 k 27.545 k 0.0 k-ft 15.560 k-ft 0.0 k-ft 12.731 k-ft 0.0 :1 0.0 ft 0.0 k 0.0 k Maximum SERVICE Load Reactions .. Top along X X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at for load combination : Along X-X 0.0 in for toad combination : 0.0 k 0.0 k 0.0 k 0.0 k 0.0ft above base at 0.0ft above base Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20 D+0.50 L+0.50 S+W +1.60 H +1.2 0 D+O.5 0 L+0.70 S+E+1.6 0 H +0.90D+W+0.90H +0.90D+E+0.90H Maximum Reactions tMactorE Load Combination 0.092 0.140 0.079 0.273 0.273 0.079 0.079 0.140 0.079 0.079 0.059 0.059 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.000 PASS 0.00 ft 0.00 ft 0.000 PASS 0.00 ft 0.00 ft 0.000 PASS 0.00 ft 0.00 ft 0.000 PASS 0.00 ft 0.00 ft 0.000 PASS 0.00 ft 0.00 ft 0.000 PASS 0.00 ft 0.00 ft 0.000 PASS 0.00 ft 0.00 ft 0.000 PASS 0.00 ft 0.00 ft 0.000 PASS 0.00 ft 0.00 ft 0.000 PASS 0.00 ft 0.00 ft 0.000 PASS 0.00 ft 0.00 ft 0.000 PASS 0.00 ft Note: Only non -zero reactions are listed. X-X Axis Reaction @ Base @ Top Y-Y Axis Reaction @ Base @ Top Axial Reaction @ Base D Only Lr Only k k k k 1.808 k 3.350 k 11 Description : #14001 - Darwin's -'m R ea cticriarfac Load Combination X-X Axis Reaction @ Base @ Top Licensee : PETERSON-STREHLE-MARTINSON, INC Y-Y Axis Reaction @ Base @ Top Note: Only non -zero reactions are listed. Mal Reaction @ Base D+Lr k Maximum Deflect ons for Load Combinations Uirtfactgned Liaads k 5.158 k Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only Lr Only D+Lr Steel_SectonPtopei 0.0000 in 0.0000 in 0.0000 in HSS4x3x5116 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft Depth = 4.000 in I xx = 7.14 iO4 J = 9.410 in"4 S xx = 3.57 in"3 Cw = 5.75 in"6 Width = 3.000 in R xx = 1.420 in Wall Thick = 0.313 in Zx = 4.510 in43 Area = 3.520 in"2 1 yy = 4.520 in"4 C = 5.750 in"3 Weight = 12.668 plf S yy = 3.020 in"3 R yy = 1.130 in Zy = 3.690 in"3 Ycg = 0.000 in c s c • XLoad 1: X mm PE Y 3.00in 495311 Loads are total entered value. Arrows do not reflect absolute direction. PSMJOB: atitiLtAIWkS ( *It't V431 .) 12— DATE: Of t'll 1 '1,4-4 4ge BY: CAT CONSULTING ENGINEERS SUBJECT: 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com PSM JOB: .0trAW/Nit'S OH 4°1)1 ) DATE: ClefOigi- (1-0/ / BY: a-14 CONSULTING ENGINEERS SUBJECT: 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com Description ; #14001 - Darwin's - L celiing support at south wall Calculations perAISC 360-05 Load Combination Set : IBC 2012 Material:Piropertie ...::.- Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination IBC 2012 • Span =18.0 ft L6x4x5/16 Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.02380, Lr= 0.07670 k/ft, Tributary Width =1 Maximum Bending Stress Ratio = 0.589: 1 Section used for this span L6x4x5/16 Mu : Applied 6.627 k-ft Mn * Phi : Allowable 11.261 k-ft Load Combination +1.20D+1.60Lr+0.50L+1.60H Location of maximum on span 9.000ft 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 1mur rFo es & t es e # a Load Combination .0 ft, (Ceiling) Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.551 in Ratio = 0.000 in Ratio = 0.798 in Ratio = 0.000 in Ratio = [iiatoris Max Stress Ratios Segment Length Span # M V 391 0 <360 271 0 <180 Summary of Moment Values 0.040 : 1 L6x4x5/16 1.473 k 36.450 k +1.20D+1.60Lr+0.50L+1.60H 0.000 ft Span # 1 max Mu + max Mu - Mu Max Mnx PhrMnx Cb Rm Summary of Shear Values VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn. L = 18.00 ft +120D+0.50Lr+1.60L+1.60H Dsgn. L = 18.00 ft +1.20D+1.60L+0.50S+1.64H Dsgn. L = 18.00 ft +120D+1.60Lr+0.50L+1.60H Dsgn. L = 18.00 ft +120D+1.60Lr+0.50W+1.60H Dsgn. L = 18.00 ft +1.20D+0.50L+1.60S+1.60H Dsgn.L= 18.00ft +1.20D+1.60S+0.50W+1.60H Dsgn. L = 18.00 ft +120D+0.50 Lr+0. 501+W+1.60 H Dsgn. L = 18.00 ft +120D+0.501+0.50S+W+1.60H Dsgn. L= 18.00ft +1.20D+0.50L+0.70S+E+1.60H Dsgn. L= 18.00ft +0.90D+W+0.90H Dsgn. L = 18.00 ft +0.90D+E+0.90H Dsgn.L= 18.00ft 1 0.172 0.012 1.93 1 0.285 0.020 321 1 0.147 0.010 1.66 1 0.589 0.040 6.63 1 0.589 0.040 6.63 1 0.147 0.010 1.66 1 0.147 0.010 1.66 1 0.285 0.020 321 1 0.147 0.010 1.66 1 , 0.147 0.010 1.66 1 0.110 0.008 1.24 1 0.110 0.008 124 1.93 12.51 3.21 12.51 1.66 12.51 6.63 12.51 6.63 12.51 1.66 12.51 1.66 12.51 321 12.51 1.66 12.51 1.66 12.51 1.24 12.51 124 12.51 11.26 11.26 11,26 11.26 11.26 11.26 11.26 1126 11.26 11.26 11.26 11.26 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.43 0.71 0.37 1.47 1.47 0.37 0.37 0.71 0.37 0.37 0.28 0.28 40.50 40.50 40.50 40.50 40.50 40.50 40.50 40.50 40.50 40.50 40.50 40.50 36.45 36.45 36.45 36.45 36.45 36.45 36.45 36.45 36.45 36.45 36.45 36.45 15 Description : #14001 - aaximumu. Load Combination Danain's - L ceiling support at south wall . is = . adored` Span Max. ° " Deti Location in Span Load Combination Max. "+ Defl Location in Span D+Lr re tical RPact[Oi1Ss Load Combination 1 0.7979 9.090 0.0000 Support notation : Far left is #1 Values in KIPS Support1 Support2- 0.000 Overall MAXimum D Only Lr Only D+Lr 0.997 0.307 0.690 0.997 0.997 0.307 0.690 0.997 Description : #14001 - Darwin's - HSS Column - ceiling support at south wall Calculations per AISC 360-05 Load Combinations Used : IBC 2012 General Information • Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bening Modulus Load Combination HSS2-112x2-112x3116 Load Resistance Factor 46.0 ksi 29,000.0 ksi IBC 2012 Licensee : PETERSON-STREHLE-MARTINSON, INC Applied Loads . Column self weight included : 89.199 Ibs * Dead Load Factor AXIAL LOADS ... Ceiling: Axial Load at 16.0 ft, D = 0.6140, LR = 1.380 k DESIGN; SUMMARY Overall Column Height 16.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 16.0 ft K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling =16.0 ft, K = 1.0 Service toads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3683 :1 Load Combination +1.20D+1.60Lr+0.50L+1.60H Location of max.above base 0.0 ft At maximum location values are .. . Pu 0.9*Pn Mu-x 0.9*Mn-x: Mu-y 0.9*Mn-y: PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn * Phi : Allowable lad Combination Results Load Combination 3.052 k 8.286 k 0.0 k-ft 4.554 k-ft 0.0 k-ft 4.554 k-ft 0.0 :1 0.0 ft 0.0 k 0.0 k Maximum SERVICE load Reactions .. Top along X-X Bottom along X X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Defections ... Along Y-Y 0.0 in at for load combination : Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.0 k 0.0ft above base 0.0ft above base Maximum Axial + Stress Ratio Bending Stress Ratios Status Location Maximum Shear Ratios Stress Ratio Status Location +1.400+1.60H +1.2O0+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.200+1.601.r+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H - +1.20D+1.605+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H +1.20 D+0.50 L+0.50 S+W+1.60 H +1.20 D+0.50 L+0.70 S+E+1.60 H +0.90D+W+0.90H +0.900+E+0.90H <Mazi um Reactions Un#ac Load Combination 0.119 0.185 0.102 0.368 0.368 0.102 0.102 0.185 0.102 0.102 0.076 0.076 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0,00 ft 0.00 ft 0.00ft 0.00 ft 0.00 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Note: Only non -zero reactions are listed. X-X Axis Reaction @ Base @ Top Y-Y Axis Reaction @ Base @ Top Axial Reaction @ Base D Only Lr Only k k k k 0.703 k 1.380 k 1 Description : #14001 - Darwin's - HSS Column -ceiling support at south wall • Maximum Reactions• - Unfactored `;=`< -': Load Combination X-X Axis Reaction @ Base @ Top Fte:., C3PROGRA:2lENERCA iiNBRCALC,•'INC 1983r2013 $In10613831 Ver6 23 Licensee : PETERSON-STREI-ILE-MARTINSON, INC Y-Y Axis Reaction @ Base @ Top Note: Only non -zero reactions are listed. Axial Reaction @ Base D+Lr k k Maximum Deflections for Load Combinations Unfactored. Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 2.083 k D Only Lr Only D+Lr 0.0000 in 0.0000 in 0.0000 in Steel Section Prope ties _ •, HSS2-1!2x2-112x3116 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft Depth •— 2.500 in 1 xx = 1.35 inA4 J = 2.250 inA4 S xx = 1.08 inA3 Width = 2.500 in R xx = 0.937 in Wall Thick = 0.187 in Zx = 1.320 inA3 Area = 1.540 inA2 lyy = 1.350 inA4 C = 1.860 in^3 Weight = 5.575 plf S yy = 1.080 inA3 R yy = 0.937 in Ycg 0 L) 0.000 in • 2.50in t99a 0 a x Loads are total entered value. Arrows do not retied absolute direction. JOB OktilljtOS PSM CONSULTING ENGINEERS 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com DATE: 01(1-10.10, BY: SUBJECT: JOB: PSM CONSULTING ENGINEERS 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com DATE: SUBJECT: Member: M 1 Load Case: Dead loads First Order `C wl^ V. 41" wN. s•. y En e • 1.5 1.0 0.5 0.0 0.2 -0.00 4- -0.25 -0.50 a) o -0.75 2 -1.00 Shear y (K) Moment z (K-ft 0.0 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 Distance From Start (ft) MED=W11U.1 Moment z (K-ft) Member: Ml Load Case: Dead loads First Order Disp. y (in) Shear y (K) Distance From Start (ft) Insulated Panels Interior Partitions Allowable Span Table for KS42SL and KS45SL Temperature Differential Not Considered PANEL THICKNESS SPAN CONDITION ALLOWABLE SPAN IN FEET L/120 Deflection Design Load 2" single span 21' 2.5" single span 25' 3" single span 28' 4" single span 33' 5" single span 36' 6" single span . 40' CONDITIONS: Design Parameter: Uniform Load 5 PSF Fastening Method: Contact Kingspan Technical Services for fastening requirements. Exterior Face: 26 Ga. Galvanized Steel Interior Face: 26 Ga. Galvanized Steel NOTES: Spans shown are simple and limited by deflection or buckling under uniform loads. Spans may be governed by other factors due to temperature differentials, multiple spans, negative wind pressure and connection points required for fasteners. Consult Kingspan for specific project applications. Kingspan Insulated Panels Ltd. 12557 Coleraine Drive, Caledon, ON Canada L7E 385 Tel: 905-951-5600, Fax: 905-951-3944 Insulated Panels Interior Partitions Allowable Span Table for KS42SL and KS45SL Temperature Differential of 50° F PANEL THICKNESS SPAN CONDITION ALLOWABLE SPAN IN FEET L/120 Deflection Design Load 2" single span 16' 2.5" single span 19'-6" 3" single span 22'-6" 4" single span 28' 5" single span 33' 6" single span 38' CONDITIONS: Design Parameter: Uniform Load 5 PSF Fastening Method: Contact Kingspan Technical Services for fastening requirements. Exterior Face: 26 Ga. Galvanized Steel Interior Face: 26 Ga. Galvanized Steel NOTES: Spans shown are simple and limited by deflection or buckling under uniform loads. Spans may be governed by other factors due to temperature differentials, multiple spans, negative wind pressure and connection points required for fasteners. Consult Kingspan for specific project applications. Kingspan Insulated Panels Ltd. 12557 Coleraine Drive, Caledon, ON Canada L7E 3B5 Tel: 905-951-5600, Fax: 905-951-3944 Pitt SttF wtum, 2`1' Weight Table KS Series WEIGHT PER SQ. FT. 26 GA / 26 GA 24GA / 26 GA 24 GA / 24 GA PANEL THICKNESS 2" 2.30 2.49 2.66 2.5" 2.41 2.60 2.78 3" 2.50 2.69 2.86 4" I. T 2.70 2.89 3.06 2.89 3.08 3.26 1 6 1 3.08 3.26 3.44 WEIGHT PER SQ. FT. 22 GA / 26 GA 22 GA / 24 GA 22 GA / 22 GA PANEL THICKNESS 2" 2.77 2.94 3.21 2.5" 2.88 3.06 3.32 3" 2.97 3.14 3.41 4" 3.17 3.34 3.61 5" 3.36 3.53 3.80 6" 3.54 3.72 3.98 Note: KS Series panels include KS Optimo, KS42SL, KS42MR, KS42MMR, KS42MW and KS45SL. Refer to other weight tables for KS Granitstone and KS Mineral Fiber panels. Insulated Panels 866-442-3594 • (905) 951-5600 • Fax: 905-951-3944 www.kingspanpanels.ca Revised 9/2012 PSM JOB: N,./iawt5 (#(4(00 () DATE: afro/ 2A,4 .16 BY: Q.5(T 15 CONSULTING ENGINEERS SUBJECT: 2200 SIXTH AVENUE, SUITE 601, SEATTLE, WASHINGTON 98121 OFFICE 206.622.4580 www.psm-engineers.com ! I I 1 1 . ! I 1 L'iklISAtIAA,L14)10_1___ ; : I 1 I (.1*' 1 I 1 ! I 1 I I ! 1 ! ! i • I ! ! • : ' I 1 I''' i I --.." 1 2, 0,1_1 1 tb -!, -1 C A-5D , I I ! 1 ,_ ---- 1 I I _J i 1 ! 6 ( ,, 9 I . . I • I I . I i , 1 --1- I ,, 1 i 1 I i____ 1 - I , -I 1 -I : .••• • • I 1 ! I 1 1. • 1 I 1 i I / , I . 1 . . 1 11 . 1 ! j ; 1 , 1 1 1 , • : . i 1 i ! I : i 1 I 1 1 , I 1 . I • ! 1 - ._. --",- S1.44-thiS t C 1 -i- 1 1 . i ' v04 . J , .1124 e., . 4‘._.„ ! 0 t 1 I } -- i I „ 1 . I 1 ' . , 1 S t4120,11.1 C V.Ifj r liti 0-• • 1 1 1 ___ . I I t I 1 I I1.Ile.O. • i • I , . 1 , I • I ! M 1, 2., di- U. ,irt , ! , • kilt ! 446,84-44-' , i i I , ! 1 ' -4-6-4- i6.trik I 1 ! 111 1 4 1 .• Fab-Lok® Bolt & Sleeve Fasteners Maintain panel integrity in high -stress and high -vibration environments Vibration, either from inside or outside a building, can make ordinary fasteners loosen and back out. Fab-Lok fasteners combine a slotted aluminum sleeve, EPDM washer and threaded fastener to provide high resistance to vibration loosening. Excellent for use with insulated panels. Typical Applications: • Metal panels to steel structurals on buildings where heavy internal movement occurs from operating machinery or excessive external movement occurs from high winds, jet engines, etc. • Metal panels to steel structurals on buildings subjected to high levels of expansion/contraction • Repairing separated metal panels • Blind -hole applications (e.g. attaching insulated panels) NOTE: Product not intended for structurally -loaded joints Selection Guide Before Installation After Installation Catalog No. Description { Penetrating Length Grip Range Carbon Steel EZJ100 EZJ120 EZJ140 FAS-10-4 FAS-10-8 FAS-10-12 1.373" 1.612" 1.807" .062" - .250" .250" - .500" .500" - .750" H3 (300 Series) Stainless Steel EZJ210 EZJ230 EZJ250 FAC-10-4 FAC-10-8 FAC-10-12 .062" - .250" .250 "- .500" 1.807" 1 .500" - .750" 1.373" 1.612" Fab-Lok Drive Tools* EZJ900 fHotding Sleeve with Socket *Fab-Lok fastener is inserted into a 5/16" hole (hole size is not critical), then installed with a power driver equipped with a Fab-Lok holding sleeve, a socket designed to fit DeWalt" tools DW969K-2, DW968K-2, DW267, 0W268 and DW269. Elco Construction. Products 1304 Kerr Drive - Decorah, IA 52101 Phone: 800-435-7213 (USA & Canada) Fax; 563-387-3540 www.elcoconstruction.com FAB-LOKc COL7 s elEEYE OASOEXERS Features • Hex washer head machine screw assembled to a slotted aluminum sleeve and EPDM sealing washer • Low carbon steel or 300 series stainless steel screws • Hex head • Material: - Screw: Low carbon steel or 300 series stainless steel - Sleeve: aluminum slotted aluminum sleeve Before Installation aluminum sleeve folds back machine screw After Installation • Finish: Zinc plating • Can be installed with standard drive tools or DeWalt drive tool equipped with Fab-Lok holding sleeve (EZJ900) Benefits • After tightening, clamping tines remain in place even if screw is removed • Greater joint integrity • increased construction efficiency Performance Data Pull -Out (Ibs) Single Sheet Material Thickness 26 ga. Pull -Out 612 Failure mode Sheet Split 24 ga. 833 Sheet Split 20 ga. 858 Sheet Split 18 ga. 1050 Sheet Split 16 ga. 1293 Sheet Split 14 ga. 1400 Broken Fastener Double Steel Sheet Material Thickness i Pull-out) Failure Mode 26 ga. 1160 Sheet Split 20 ga. 1345 Double Aluminum Sheet Material Thickness 0.032" Ultimate Shear (Ibs) Carbon Pull-out Broken Fastener Failure Mode 915 Sheet Split Screw Material Stainless taco`, Fab-Lok° and lnfastech- are trademarks of Infastech Intellectual Properties Pte Ltd. Dewalt" is a registered trademark of Black & Decker Corp. 02011 Infastech Intellectual Properties Pte Ltd. • Rev. 04/11 CONSULTING ENGINEERS February 27, 2014 Bill Rambo Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 RE: Response to Correction Letter #1 MECHANICAL Permit Application Number M14-0043 DARWIN'S NATURAL PET PRODUCTS — 350 TRECK DR Bill: Please find below our response to each of the comments from Correction Letter #1: 1. The lateral bracing for the cooler/freezer in this seismic zone does not appear to be included in the structural packet for this permit application and is implied that the lateral support is provided through the rack system under permit #D14-0042. Talking with the rack engineer, he stated that the rack storage relation to the cooler/freezer structure was for gravity loads only. The gravity and lateral load compliance will need to be part of the permit and PSM consulting engineers will need to be the engineer of record. Design and calcs by other engineers will need to be approved and stamped by the engineer of record. Cooler and Freezers: Our revised drawings require racking manufacturer to design for seismic Toads from IMP ceiling immediately above the racks, but not seismic loads from the adjacent Production Cooler. The calcs for the racking, signed by Basil Kattula, dated 01/21/2014, include this seismic allowance in the racking design. Production Cooler: Design revised so lateral Toads are supported by wire bracing to the existing roof structure. Please see the enclosed calculations; revised plan on S3.0; and added details on S6.0. 2. I could not find specific connection details between the top supporting rack beams and the lid of the cooler/freezer. Please add these details. RECEIVED CORRECTION CITY OF TUKWILA Please see added detail at C/S6.0. • FEB Z 0 2014) 1.4.....0014 3 PERMIT CENTER PHONE 208-622-4580 FAX 208 622_0422 2200 S H:•AvENuE. #80 1 WWW.?SM-ENGINEERS.COM SEATTLE WASHtNGI oiti; 9812.1 USA CONSULTING ENGINEERS 3. The supporting structure for the eight evaporators in the production cooler is not shown on the plan and there are no racks to support them from. Please add calcs, plans and details to show the method of support for these units. The evaporators are not included in the scope of this work. They have been deleted from the plans. Please see revised plan on S3.0. Please call me at 206-622-4580 if you have any questions. Sincerely, PETERSON STREHLE MARTINSON, INC. M. David Stubbs, PE, SE Vice President City of Tukwila Department of Community Development February 19, 2014 ROY PITMAN 20514 ISLAND PKWY E LAKE TAPPS, WA 98391 RE: Correction Letter # 1 MECHANICAL Permit Application Number M14-0043 DARWIN'S NATURAL PET PRODUCTS - 350 TRECK DR Dear ROY PITMAN, Jim Haggerton, Mayor Jack Pace, Director 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 following departments: BUILDING DEPARTMENT: Dave Larson at 206-431-3678 if you have questions regarding these comments. • 1. The lateral bracing for the cooler/freezer in this seismic zone does not appear to be included in the structural packet for this permit application and is implied that the lateral support is provided through the rack system under permit #D14-0042. Talking with the rack engineer, he stated that the rack storage relation to the cooler/freezer structure was for gravity loads only. The gravity and lateral load compliance will need to be part of this permit and PSM consulting engineers will need to be the engineer of record. Design and calcs by other engineers will need to be approved and stamped by the engineer of record. 2. I could not find specific connection details between the top supporting rack beams and the lid of the cooler/freezer. Please add these details. 3. The supporting structure for the eight evaporators in the production cooler is not shown on this plan and there are no racks to support them from. Please add calcs, plans and details to show the method of support for these units. 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 plan pages, 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 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. M14-0043 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M14-0043 DATE: 02/28/14 PROJECT NAME: DARWIN'S NATURAL PET PRODUCTS SITE ADDRESS: 350 TRECK DR Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural n Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 03/04/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n DUE DATE: 04/01/14 Approved with Conditions �( Denied (corrections entered in Reviews)) (ie: Zoning Issues) Notation: V,� Vi t 5)' REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M14-0043 DATE: 02/06/14 PROJECT NAME: DARWIN'S NATURAL PET PRODUCTS SITE ADDRESS: 350 TRECK DR X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: �L- Corr` Building Division L Public Works MA AO� �-i019 Fire Prevention pi Planning Division Structural n Permit Coordinator i PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 02/11/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 03/11/14 ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only �` t C� �, CORRECTION LETTER MAILED: t 14 Departments issued corrections: Bldg 5i--, Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southeenter Boulevard, Suite ##100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: hrtp:i!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- February 27, 2014 Plan Check/Permit Number: M 14-0043 ❑ - 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: Darwin' s Natural Pet Products Project Address: 350 Treck Dr Contact Person: Roy Pitman Phone Number: (253) 279-7445 Summary of Revision: -Please see enclosed letter responding to each of the comments; -as well as two copies of revised drawings and supplemental calculations. a Pf OF TtJtWALA Sheet Number(s): S 1.0; S2.0; S3.0; S4.0; S5.0; S6.0 i M, 2 8 2014 PERMIT CEE ThEi R "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 lapplieationskfonns-applications on:linelrevision submittal- Created: 8-13-2004 . . Revised: . . GATEWAY CONSTRUCTION SRUr'S INC Page 1 of 2 ei,), Washington State Department of Labor & Industries GATEWAY CONSTRUCTION SRVCS INC Owner or tradesperson SACCO, RONALD Principals SACCO, RONALD NIELSEN, CRISTIAN Doing business as GATEWAY CONSTRUCTION SRVCS INC WA UBI No. 602 086 011 5602 2nd Ave. S. SEATTLE, WA98108 206-621-9111 KING County Business type Corporation Governing persons CHARLESJPORTER License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. GATEWCS992C3 Effective — expiration 02/26/2001 — 03/04/2016 Bond TRAVELERS CAS & SURETY CO $12,000.00 Bond account no. 105165492 Received by L&I Effective date 08/21/2008 08/19/2008 Insurance Travelers Indemnity Company Th Policy no. DTC0527D0333IND12 $1, 000, 000.00 Received by L&I Effective date 07/24/2013 08/01/2012 Expiration date 08/01/2014 Savings No savings accounts during the previous 6 year period. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602086011&LIC=GATEWCS992C3&SAW= 03/11/2014 THE FOLLOWING NOTES APPLY EXCEPT WHERE SHOWN OTHERWISE CODE Washington State Building Code International Building Code IBC (2012) STRUCTURAL LOADS CEILING LIVE LOADS: 10psf WIND LOADS: 5 psf Interior walls EARTHQUAKE LOADS: Seismic occupancy category: I Seismic importance factor, le = 1.00 Mapped accelerations, Ss = 1.447 S1 = 0.539 Site class = D Design accelerations, Sds = 0.965 Sd1 = 0.539 Seismic design category: D Basic seismic force resisting system: Steel Storage Racks Analysis procedure used: Equivalent lateral load procedure ANCHORAGE TO HARDENED CONCRETE Where expansion anchors are specified, use "Hilti Kwik Bolt TZ" (reference ICC Report ESR-1917.) Where epoxy anchors are specified, use "Hilti HIT —RE 500—SD" or "Simpson SET-XP" (reference ICC Report ESR-2322 and ESR-2508). Where screw anchors are specified, use "Simpson Titen HD" (reference ICC report ESR-2713). "Hilti HIT —RE 500", "Hilti HY-150", and "Simpson SET" may not be used, unless specifically pre —approved by the Structural Engineer. Use ASTM A193 Grade B7 threaded rod, unless otherwise noted. Holes must be cleaned of dust and debris and be free of standing water when epoxy is installed. Special inspection of epoxy anchors is required. Do not cut any reinforcing bars to install anchors. Defective holes shall be filled solid with epoxy. For any substitutions to the above, the contractor shall submit to the Structural Engineer manufacturer's literature describing the anchors and listing ICC approved allowable shear and tension values. STRUCTURAL STEEL Wide flange shapes to be ASTM A992,Fy=50ksi. Channels, angles, and plates to be ASTM A36, Fy=36 ksi. Pipe columns to be ASTM A53, grade B, Fy=35 ksi. HSS structural tube to be ASTM A500, grade B, Fy=46 ksi. All steel except steel embedded in concrete shall be given one shop coat of approved paint. Welds to be 3/16" minimum continuous fillet, by certified welders using E70xx electrodes. All welding shall be performed in strict adherence to a written welding procedure specification (WPS) per AWS D1.1. All welding parameters 'shall be within the electrode manufacturer's recommendations. Welding procedures shall be submitted to the owner's testing agency for review before starting fabrication or erections. Copies of the WPS shall be on site and available to all welders and the special inspector. Steel to steel bolted connections are shown to be bearing —type connections using A325 bolts with threads included in the shear plane. Hole size shall be in accordance with AISC specification for bearing connection and bolts shall be tightened to snug —tight condition. Where not specifically shown by detail, connections shall be bolted frame beam connections per RISC standards. During erection, structural steel shall be secured from collapsing with temporary bracing. COLD FORMED STEEL (CFS) Cold formed carbon or low —alloy steel framing members shall be manufactured by a member of the Steel Stud Manufacturers Association, SSMA, and shall comply with ICC report ESR-3064P. All material shall be galvanized and conform to ASTM A653. All 12, 14, and 16 gauge (97, 68 and 54 mils thick, respectively) material shall be Grade 50 (fy= 50 ksi). All 18, 20, 22, and 25 gauge (43, 33, 27 and 18 mils thick, respectively) material shall be Grade 33 (fy = 33 ksi).. The design, installation and construction of load —bearing and non load —bearing steel framing shall be in accordance with the current AISI Specification. COLD FORMED STEEL (CFS) CONNECTORS Screws shall be self —drilling, thread —cutting tapping screws conforming to SAE J78, with ICC approval. Penetration of screws through joined materials shall not be less than 3 exposed threads. Maximum screw spacing shall be no greater than 12" oc. Where plans and details specify 18, #10, #12 and #14 screws, they shall have the following properties: #8 = 0.164" dia., 12 threads/inch (8-12) #10 = 0.190" dia., 16 threads/inch (10-16) #12 = 0.216" dia., 14 threads/inch (12-14) #14 = 0.250" dia., 14 threads/inch (1/4-14) Welding of CFS framing shall conform to the requirements of AWS D1.3 and shall be performed by a welder certified in accordance with AWS D1.3. Use E60xx electrodes. Fasteners shall be "Red Head Hammer —set Anchor HS-1420" connecting CFS to concrete. All substitutions shall have the written approval of the engineer of record prior to use. SCOPE OF STRUCTURAL ENGINEERING SERVICES The Structural Engineer has performed the structural design and prepared the structural working drawings for this project. The construction must be performed in 'strict accordance with the structural drawings. Any deviation from the drawings must be approved in writing by the Structural Engineer. Errors and/or omissions found on the structural drawings must be brought to the Structural Engineer's attention immediately. The Structural Engineer is responsible for the design of the primary structural system, except for any components noted above or as noted on the structural plans. Responsibility for any secondary structural and non-structural systems not shown on the structural plans rests with someone other than the Structural Engineer. The structure shown on these drawings is structurally sound only in its completed form. The Contractor shall provide all necessary bracing to stabilize the building during construction. The Structural Engineer is not responsible for, and will not have control of, construction means, methods, techniques, sequences or procedures, or for safety precautions and programs in connection with the construction work, nor will he be responsible for the Contractor's failure to carry out the construction work in accordance with the contract documents. Field measurements and the verification of field dimensions are not part of the Structural Engineer's responsibility. The Contractor must check all (assumed) existing conditions shown on these drawings for accuracy and notify the Structural Engineer of any discrepancies. Omissions from the drawings or specifications or the inadvertent mislabeling of details of work which are manifestly necessary to carry out the intent of the drawings and specifications, or which are customarily performed, shall not relieve the Contractor from performing such omitted or inadvertent mislabeled details` of the work but they shall be performed as if fully and correctly set forth and described in the drawings and specifications. 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. 1 Permit FIi.E COPY Na M1Lk- 00�(°S Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of . acode or ordinance. Receipt of approved F l,,iY , , a CCU is acknowledged: Date: City Of 1trkwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 7 2014 City of BUILDING PROJECT TEAM OWNER: GENERAL CONTRACTOR: ENGINEER: SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping Ciy of Tukwila BUILDING NG DIVISION PROJECT DESCRIPTION DARWIN'S NATURAL PET PRODUCTS 350 TRECK DRIVE TUKWILA WA 98188 PITMAN ENTERPRISES 20514 ISLAND PARKWAY EAST LAKE TAPPS WA 98391 CONTACT PERSON: ROY PITMAN 253-862-0693 PITMANEN7ERPRISES@MSN.COM LICENSE NUMBER: PITMAE*015L5 EXP: 6/21/2015 PSM CONSULTING ENGINEERS 2200 SIXTH AVE, SUITE 601 SEATTLE WA 98121 CONTACT PERSON: DAVID STUBBS, PE, SE 206-622-4580 MDSTUBBS@PSM-ENGINEERS.COM INTERIOR TENANT IMPROVEMENT. NO CHANGE IN USE. CONSTRUCT NEW COOLERS AND FREEZERS. INSTALL NEW WALLS, CEILINGS, AND EQUIPMENT. SHEET INDEX S 1.0 S2.0 S3.0 S4.0 S5.0 S6.0 COVER SHEET & GENERAL NOTES FLOOR PLAN CEILING PLAN DETAILS DETAILS DETAILS CORRECTION 1_Tl1 RECEIVED CITY OF TUKWILA FEB 282014 PERMIT CENTER OD3 REVISION DATE \ 02/26/14 PSM CONSULTING ENGINEERS, INC. 1.6"0 2200 SIXTH AVENUE, SUITE 601 SEATTLE, WA 98121 P: 206.622.4580 CI" www.psm-engineers.com DARWIN'S NATURAL PET PRODUCTS PRODUCTION sz DISTRIBUTION FACILITY 350 TRECK DRIVE TUKWILA, WA 98188 SHEET CONTENTS: Project Information General Notes JOB No. 1400I DWN BY: MB CHKD BY: MDS DATE: 01 /23/ 1 4 SHEET No. S 1 ■ 0 0 E a 0 N N ch 0 O 0 i) 0 CSD 176'-0' 22'-3Y„ 21'-11%„ 21'-10" 22'-0" 21'-10Y2" 21'-11)" 21'-11)„ 22'-2„ 27'-6" DOOR 8'-0" W COOLER DOOR 8'-0" W x 10'-0" H FREEZER FLOOR PLAN SCALE: 1/8" = 1'-0" yss DOOR L 60'-6" PRODUCTION COOLER S S /6 STEEL RACKING FRAMES BY OTHERS (TYPICAL) FREEZER DENOTES 4" IMP WALLS DENOTES 5" IMP WALLS `DOOR x 1( 8'-0" w DOOR 8'-0" W x 10'-0" H TYP 7'-6)f6" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 07 2014 City of Tukwila BUILDING DIVISION TYP h TYP N RECEIVED CITY OF TUKWILA FEB z 8, 2014 RMIT CENTER REVISION DATE PSM CONSULTING ENGINEERS, INC. I'M 2200 SIXTH AVENUE, SUITE 601 SEATTLE, WA 98121 P: 206.622.4580 (1,11) www.psm-engineers.com DARWIN'S NATURAL PET PRODUCTS PRODUCTION 81 DISTRIBUTION FACILITY 350 TRECK DRIVE TUKWILA, WA 98188 SHEET CONTENTS: Floor Plan JOB No. 1 400 1 DWN BY; MB CHKD BY: MDS DATE: 0 1 /23/ 1 4 SHEET No. S 2 . CI .0 a 0 E a 0 10 0) N N I —C) CO ) (• ) 1761-0" 22t-3)/2" • 21'-11Y2" 21'-10" / 22'-0" / / 211-10Y2" 21'-11Y2" A 21'-11Y 2" 22'-2Y2" / / STEEL RACKING FRAMES BY OTHERS (TYP) NOTE la NOTE lb 10'-4" 12'-0" 5'-2' 51-4" 211' —1 0Y2" 22' —11Y2" CEILING SUPPORT BM — BY OTHERS 4" IMP CEILING PANEL DIRECTION TYP CEILING SUPPORT BM BY OTHERS P P COOLER BOT OF CEILING ELEV = 20'-0" (TYPICAL UNO) 6 TYP FR EEZIER _J 5" IMP CEILING PANEL 11IRECTl0N TYP CO -CD TYP TYP I 11 I 11 I 11 CEILING BRACING LOCATIONS PER A/S6.0 (TYP 12 PLCS) BOT OF CEILING ELEV = 16' —0" 5 6" IMP CEILING PANEL DIRECTION PRODUCTION COOLER — - — 7 5 TYP STEEL RACKING FRAMES BY OTHERS (TYPICAL) DENOTES 4" IMP WALLS DENOTES 5" IMP WALLS c 6.01 TYP 5" IMP CEILING PANEL DIRECTION TYP CO 5\ 5. TIP FREEZER CEILING SUPPORT BM BY OTHERS 0 1— LJ F— .1,110.1••17•N Vf .111 LA • REVIEWED FOR CODE COMPLIANCE APPROVED MAR 07 2014 City of Tukwila BUILDING DIVISION BOT OF CEILING di 20'-0" TOP OF CONC odi O'-0" 1-1 k-- N N — N N k- N ELEVATION NOTE 1: STEEL RACKING FRAME MFR DESIGN FOR GRAVITY & LATERAL LOADS FROM: a. [ELEV 20'—O"] IMP CEILING. EFFECTIVE SEISMIC WEIGHT, W = 4.0 PSF OVER AREA OF EACH FREEZER/COOLER. rrry AIA NTS NTS \-1. BOTTOM OF CEILING 16 —0 DESIGN STEEL RACKING IN FREEZERS & COOLER PER NOTE la NOTE: STEEL RACKING FRAME MFR DESIGN FOR GRAVITY & LATERAL LOADS PER NOTE 1 a. RECEIVED CITY OF TUKWILA FEB 2 8 2014 PERMIT CENTER REVISION DATE A 02/26/1 4 PSM CONSULTING ENGINEERS, INC. minumg 2200 SIXTH AVENUE, SUITE 601 SEATTLE, WA 98121 P: 206.622.4580 Cr) wvvvv.psm-engineers.corn DARWIN'S NATURAL PET PRODUCTS PRODUCTION 81 DISTRIBUTION FACILITY 350 TRECK DRIVE TUKWILA, WA 98188 SI-IEET CONTENTS: Ceiling Plan JOB No. 1 400 1 DWN BY= MB CHKD BY: MDS DATE= 01/23/14 SHEET No. S3 CI 1:131N3O 1IWa3d +rIOZ $ Z 833 V 1INOI ni 40 AIM <: a3A13038 4** KINGSPAN KS45SL IMP WALL PANEL 4" OR 5" PER PLAN WALL PANEL INSTALLATION DIRECTION - TYPICAL WALL PANEL SCALE: NTS BOT OF CEILING PER PLAN 5" IMP WALL PANEL PER PLAN PARTITION WALL TO CEILING SCALE: 3" = I ' - 0" 4" OR 5" IMP WALL PANEL PER PLAN METAL CLAD 2 x DOOR CASING 4PP e U-CHANNEL WRAPPED WOOD FRAME END 5" IMP CEILING PANEL PER PLAN L 3x3x16GA W/ #14x%"HWH AT 12"OC EA.LEG (nP) Y"o ALL THREAD AT 24"OC #12 x 1Y" HWH AT 24"OC KINGSPAN KS45SL IMP CEILING PANEL 4",5"OR6"PER PLAN CEILING SUPPORT WF BM OR CEILING SUPPORT BM BY OTHERS PER PLAN TYPICAL CEILING PANEL SEE DETAILS PER PLAN FOR ADDL INFORMATION 4" OR 5" IMP WALL PANEL PER PLAN SCALE: NTS U-CHANNEL WRAPPED WOOD FRAME END 4" OR 5" IMP WALL PANEL PER PLAN EXIST CONC SLAB ON GRADE NOTE: TURN L 2X2 IN ON COOLER SIDE OF WALL. STAGGER ANCHORS IF BOTH L 2x2 TURNED IN L 2x2x16GA (TYP) #14 x 34" HWH AT 12"OC (TYP) Ailk TOP OF CONC x 1Y4' HAMMER SET ANCHORS AT 24"0C (TYP) METAL CLAD 2 x 6 V" DOOR CASING U-CHANNEL WRAPPED WOOD FRAME END 4" OR 5" IMP WALL PANEL PER PLAN 4 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 07 2014 City of Tukwila BUILDING DIVISION Ya THRU BOLT W/ WASHER & NUT AT 12"OC (N) WF PER PLAN #14 x 3/4" HWH AT 1 2"OC (TYP) L 3x3x16GA (TYP) INTERRUPT AT BRACE CONN PER A/S6.0 6" IMP CEILING PANEL PER PLAN #14 X 1Y" HWH AT 12"OC BOT OF CEILING gIV PER PLAN L 8X3X16GA W/ #14 x 3/4" HWH AT 12"OC EA. LEG 4" OR 5" 1MP WALL PANEL PER PLAN L 3x3x16GA W/ #14x3"HWH AT 12"OC EA.LEG 4" OR 5" IMP WALL PANEL PER PLAN 4" IMP CEILING PANEL PER PLAN BOT OF CEILING dip PER PLAN L 3x3x16GA W/ FAB-LOK FASTENERS AT 1 2"OC EA.LEG CEILING TRANSITION L 8x3x16GA W/ #14 x 34" HWH AT 12"OC EA.LEG L 3x3x14GA W/ FAB-LOK FASTENERS AT 1 2"OC EA.LEG 6" IMP CEILING PANEL PER PLAN L 6x4x5/6 (LLV) W/ FAB-LOK FASTENERS AT 6"OC EA.LEG HSS COL PER PLAN BOT OF CEILING PER PLAN BOT OF CEILING PER PLAN 4" OR 5 IMP WALL PANEL PER PLAN L 8X3X16GA W/ #14 x 34" HWH AT 1 2"OC EA. LEG 4" OR 5" IMP CEILING PANEL PER PLAN L 3x3x16GA W/ #14x34"HWH AT AT 1 2"OC EA.LEG BOT OF CEILING PER PLAN 4" OR 5" IMP WALL PANEL PER PLAN PARTITION TO WALL SCALE: 3" = I -0" 5 IMP CEILING PANEL PER PLAN L 3x3x16GA W/ FAB-LOK FASTENERS AT 12"OC EA.LEG 5" IMP—�� WALL PANEL PER PLAN CEILING TRANSITION DETAIL SCALE' 3" = I ' - 0" 4"OR5"IMP WALL PANEL PER PLAN L 3x3x16GA W/ #14 x 34" HWH AT 1 2"OC EA.LEG IH ow 00/43 L 8x3x16GA W/ #14 x 34" HWH AT 1 2"OC EA.LEG L 3x3x14GA W/ FAB-LOK FASTENERS AT 12"OC EA.LEG (TYP 6" IMP CEILING PANEL PER PLAN BOT OF CEILING PER PLAN REVISION DATE 02/26/14 PSM CONSULTING ENGINEERS, INC. mmumg 2200 SIXTH AVENUE, SUITE 601 SEATTLE, WA 98121 P: 206.622.4580 Can www.psm-engineers.com DARWIN'S NATURAL PET PRODUCTS PRODUCTION 8t DISTRIBUTION FACILITY 350 TRECK DRIVE TUKWILA, WA 98188 SHEET CONTENTS Details i JOB No . 1 400 I DWN BY: MB CHKD BY: MDS DATE: 01/23/14 SHEET No. S4 0 .o A 0 E a to 0) 0 N N N a, 0 0 co I 0 0 0 O BOT OF CEILING AL PER PLAN 5" IMP CEILING PANEL PER PLAN 5" IMP WALL PANEL PER PLAN CEILING TRANSITION DETAIL SCALE; NTS 6" IMP CEILING PER PLAN rP> 3/16 HSS COL PER PLAN W/ Y" CAP PLATE SHOP WELDED DETAIL SCALE: NTS SHOP WELD ALL AROUND DETAIL SCALE: NTS 3 ,. 3 OPTIONAL SPLICE LOCATION (FABRICATOR COORD W/ GC) dik BOT OF CEILING IV PER PLAN L 6x4 PER PLAN (TYP) PL %6x3x0'-4" W/ (2) Y"0 BOLTS W/ WASHER & NUT (TYP) HSS PER PLAN BASE PL Yx3x0'-10" W/ (2) 5/8"0 EXP.ANCHORS AT 7"OC (4" EMBED) (E) CONC SLAB CONT BENT PL x 16GA W/#14x%"HWH AT 12"OC INTO EA.PANEL 4" IMP CEILING PANEL PER PLAN L 3x3x16GA W/ #14 x 3/4" HWH AT 12" OC EA.LEG (TYP) IMP WALL (E) COL PER PLAN HSS PER PLAN.. THRU BOLTS PER 7/S5.0 (E) COL BASE PL SHOP WELD \ ALL AROUND HSS PER PLAN 5" CLR BTWN (E) BOLTS, FIELD VP( PRIOR TO FABRICATING HSS COLS DETAIL SCALE: NTS (E) CONC SLAB • HSS PER PLAN BASE PL Yx2Yx0'-air W/ (2) 5/8"0 EXP.ANCHORS AT 51/2"OC (4" EMBED) (E) CONC SLAB DETAIL SCALE: NTS DETAIL PROVIDE FULL BEARING 1 (E) BOLTS HSS COL PER PLAN IMP WALL PANEL PER PLAN DETAIL SCALE: NTS L 6x3xVx0'-6" W/ (4) #14 x 1Y" HWH AT 2"OC PL Y" W/ (2) 3/4"0 BOLTS Y" STIFFENER PL 3/16 HSS PER PLAN (E) STL PL SHOP WELD Y" CLOSURE PL'S (3) Y"0 BOLTS W/ WASHER & NUT (3) #14 x 1Y2" HWH AT 3"OC PL Y" W/ (2) 3/"0 BOLTS HSS PER PLAN 2 " f FIELD VFY BEFORE FABRICATION DETAIL HSS COL PER PLAN. COPE HSS AROUND (E) STL PL, FIELD VFY DIMENSIONS (E) COL BASE PL • /SHOP WELD \ ALL AROUND BASE PL Y" W/ (2) 5/8"0 EXP.ANCHORS (4" EMBED) L 3x3xxx0'-9" Y4" STIFFENER PL Iv(4 (2) Y"0 BOLTS THRU (E) COL 3/4"0 BOLTS THRU (E) COL AT 24"OC (FINGER TIGHT) 110 (E) COL PER PLAN L 3x3xYxO'-7" W/ (2) 34"0 BOLTS TO BM (TYP) PL Y2" W/ (2) 34"0 BOLTS Y4" STIFFENER PL 3/16 V HSS PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED MAR 07 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB Z 8 2014 PERMIT CENTER REVISION DATE PSM CONSULTING ENGINEERS, INC. 7) 2200 SIXTH AVENUE, SUITE 601 SEATTLE, WA 98121 P: 206.622.4580 (6111) www.psm-engineers.com DARWIN'S NATURAL PET PRODUCTS PRODUCTION 81 DISTRIBUTION FACILITY 350 TRECK DRIVE TUKWILA, WA 98188 SHEET CONTENTS: Details JOB No. 1 400 1 DWN BY: MB CHKD BY : MDS DATE: 01/23/14 SHEET No. S5i0 .13 Ca C 0 I0 o) 0 N N N on 0 0 1 0 0 Y4" WIRE BRACING Y"0 EYELET W/ SHOULDER SHOP WELDED TO WF BM EA.SIDE OF WF BEAM BOT OF CEILING PER PLAN DETAIL SCALE: 3" = -0" NOTE: SEE 3/S4.0 FOR ADDL INFORMATION X -X IMP CEILING PANEL PER PLAN BOT OF (E) BLDG ROOF Y"0 EYE BOLT W/SHOULDER WIRE BRACING PER A/S6.0 111 Air* Ilk a 1Y" WASHER (E) 4 x 12 BOT OF CEILING Alp PER PLAN IMP CEILING PANEL PER PLAN L 3x3x16GAx0'-6" AT 3'-0"0C W/ (2) #12 x 3/4" HWH EACH LEG ((4) SCREWS TOTAL PER ANGLE) STEEL RACKING FRAME BY MFR REVIEWED FOR CODE COMPLIANCE CE APPROVED MAR 07 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2 8.2014 PERMIT CENTER REVISION DATE 02/26/14 S PSM CONSULTING ENGINEERS, INC. tin V L. t! Z ®G � -44 ki o 1111§4 L) 04 SHEET CONTENTS: JOB No . 1 400 1 DWN BY: MB CHKD BY: MDS DATE: 01/23/14 SHEET No. n 01:19:56 PM madyb 14001_S40—S50—S60.dwg