Loading...
14-100420 • Mechanical City of Federal Way Permit #: 14-100420-00-ME Community&Econ.Dev.Services 33325 8th Ave S Federal Way,WA 98003 Inspection Request Line: (253)835-3050 Ph:(253)835-2607 Fax (253)835-2609 Project Name: COSTCO WHOLESALE r Project Address: 35100 ENCHANTED PKWY S I, Parcel Number: 219260 0290 Project Description: Install(2)compressors and(1)walk-in cooler. Owner Applicant Contractor WHOLESALE CORP COSTCO KEY MECHANICAL CO OF WA (GENERAL) KEY MECHANICAL CO OF WA (GENERAL) 999 LAKE AVE DR SUITE 201 19430 68TH AVE S KEYMEW*240NZ(4/1/15) ISSAQUAH WA 98027 KENT WA 98032 19430 68TH AVE S KENT WA 98032 Additional Permit Information' Is this an Online or O.T.C.application? Yes Mechanical Fixtures Compressors/Heat Pumps 2 Refrigeration Systems 1 PERMIT EXPIRES Saturday, July 26, 2014 Permit Issued on Monday, January 27, 2014 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accord-' - ' the laws, rules and regulations of the State of Washington and he City •f Federal Way. Owner or agent: 1 Date: Z9 ' • L!INALED CITY 444,‘,. THIS CARD IS TO MAIN ON-SITE c Federal Way Construction I ection Record INSPECTION REQUE TS: (253)835-3050 PERMIT#: 14-100420-00-ME Address: 35100 ENCHANTED PKWY S Project: WHOLESALE CORP COSTCO FEDERAL WAY, WA 98003 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible(read left to right,top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. 0 Mechanical Rough-in(4165) 0 Gas Piping(4125) -El Final-Mechanical(4065) Approved Approved to release test Approved By Date By Date • Date < _ _ D Rough Electrical ❑ Approved Final Electrical i 1 Right of Way Approved El Approved By Date 1 1 By Date By Date FIL E WSTRUCTURAL .ENGINEERS Engineers Northwest Inc.,P.S. COSTCO WHOLESALE (##489) 35100 Enchanted Parkway South Federal Way, WA 98003 STRUCTURAL CALCULATIONS FOR FOOD SERVICE COOLER T. I . ,Fe• ro ofktiO' ,4A1 31787 S'I Rll ��j dAir �3-1't DIVED 2012 International Building Code January 14, 2014 JAN 2 7 2014 ENW Project No. 88098014 CITY OF FEDERAL WAY CDS ♦ ♦ w * R * * * s • ! • 0 i •9725 Third Avenue NE.Seattle,WA 98115 * 206.525.7560.fax 206.522.6698 www.engineersnw.com • • ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 9725 THIRD AVE NE,SUITE 207,SEAITLE,WA 98115 (206)525-7560 FAx(206)5226698 5 e4, p PROM CT# PR0JET 4Y DATE SUBJECT Abot? SHEET I OF BY . . i,ce4etu_y $104-.) - P6°4t 1413 /57,0f4;#47, 7Lit.-05*,' -1; -1- /11-; 10. 4761 t, t-- 074,(„411-,41. pigs r4,1/4/-4 649 1,4t.40 2.24p' ,14r1 i . ‘,74314 tfa›e 4-5„.S 4)04 C't 'SAWA/ -4„17/4„5617484 (I-4) *000 140.79 ›ikt) , Ailevi: oval? 0 - - .4„ 4 ' r _ . 0 0 . . SNOISIA3M ONIMYLKI -0N MVO SNOISIA38 ONIMNAICI 131 [ 0 C.) 1.------_ '•--, „ ..-- - ..k ________ ---—, ‘ -'-- __,-- ..,- . __----- --- .........._„1.44.14 2 • i ,.,„,›.< „....... ....,.. ._, isior-vesi.x;:it g •; __.,,,.„...-,--- 0 ---- - . .,.,.., ., 0 1 . ow: li I : §11 E 6 i ph - _ -1,-11tiw tr •__•-•-",'1 4 tu• .._. AINEEn i ,c co—gi§ giviii OM I. : 0 1 t issorwyt • t x.11 tat g,- g _,,,.., I 1 11 I . - A• .e .•,•• ' all • V ..I.V,,,72_... ...Z"i • rs:j ,,,, I , H 1 t _ ......, _ , i !X \ , f 7, r -- 1_ --L -1 -----1._ , ,-- ICH(3) 44 5 i i —) , I A i i 0 '1 —44.— — . 6 1s , 1 • • L9 IIwe e3i HIP. INQUUR : OUTLD0®R• CONE ENSiNGUV=. Performance Data - Low Tern.. Models - Hermetic Corn.. - R-404A R-10'1A Cal.rci(y bTUH rF 0 1. Arrtbmt ! Strct c ii Tonin ,tur+ F. IV.Id, 0-m1p ,'or fl F. -5`F. 10"f. -24"F. -25`F. -;1i F. 84014014L6 '+T 6 +'r.1* 9460 8340 6220 5250 4340 N!,C•IIDI`I>illMNi+Z1;tdall11111111ii4L+:+IIMEMIIf ++ ' + 0 f7�ff24]♦ MOH025L. CF09K6E 1 '40 15970 140 0 11 ++ 8700 713+ •,r K.E 0 ,, r,, °r`.' ', -. :!.jam>:S!its x.ia'S: '..e ,`... .9‘50F a .4.. : ► ,..,- < ; . '<' ;;CB act. • !`ftlH' 95°F AmbleiitcI S icti'n, e .:t, �.:� s ..P,_ .,�! Q.,.;�tCfp.ratart3:..F.' .; � .rid C.t; fT. Q ,r_.... 00.,.'*'::� 4 eq $si. .:: t -20 f3 .. y I` 306E MOH011L6 CF04K6E 6930 6109 5289 3684 2919 2196 MOH014L6_ CF06K6E 9980 8870 7790 5740 4810 3940 M01101916 C�p6K6E 11370 10010 8710 6310 5070 4260 MOH02SL6 CFO4K6E 16870 14990 13150 9650 8040 6560 MO/031W CF12K6E 19598 17782 15909 12070 10152 8268 1@ IA ,; r.zy i. (i', ; li ii (. i. r; nt ' Stat,.,r, Fi mt,er<;turt� "F. IVB<.t6e1 Crttr}::es: r {�'F, �(? F. ' F. -1'a`i. t°F. • +11L6 CF04 6379 5597 4814 3281 2549 1856 •,:+141.6 CF06K6E 9360 8280 72� 5270 4370 3550 MOt#119��LLL666 CFpO66KK6E 10650 9330 8070 5760 4580 3810 00 MOH031L6 CF12K6E 11410 16681 114892 240 1 1206 9354 0 73 90 75 0 F? ICr�1A (.a=..rstt,, CTI•H 1 lt) r Ate Irct * ,' ‘».,)1 r.ri Tc1111;r i.,fure F r.lt r,t( i car , 4or I f. ' 3. ,tl"I. 2(;,:F. -25'1, s(i F. . • + •i,f," .E 52:. 8 387 24 .+' n/a Iltrr'At.• 01 • :l 1130 7110 .1 + 43103500 2770 t.'.'• J El!��4n+�' ' + Y(1 :'+*r=moi-I;riT. .. IlM ,''`+LI1L tt1Yi Ij.1} a' r 1+,i",+ r` sl:,s 48.+ M01103116 CF12K6E 16056 14500 12875 9490 7770 6061 Unit S a =afications - Hermetic Corn•ressors Ct t,,-:+_r,r,�. t. i ,Ia Ir. ;,t. t ; t it I ,, , t,r L ,1„ri Stxi ;;ri t 1. }. c„1 ;r, :r,. In t1+' X41 :'+'_- rt. ..ftp.t Tr lE�lfif#hk�tX4itll=. �e�.,,+.+r.a7 - : ...... r a 44 t.+ 6S'.4. ,m. 7 :�7�� _c: .f , .7 17. 1,.> MOH01 SD7 B .CR18K• 3/8 5/8 10 2 28.25 37.75 17.25 189 69 iiiiiikallii +..+ ,,, • t.• r t: i L + 0D7 D CR37K• 1/2 7/8 22 1 30.25 42.5 29.75 281 70 M0H04007 D a 3Ka 1-1/8 22 1 30.25 42.5 29.75 299 70 ..e la,a • a I: l''rr. riMlillir M.11111FiaMIIWI.11111111EficilIWT 7 + 70 MOH005X6 A 1543C1E 3/8 1/2 S.5 1 28.25 23.75 17.25 135 66 MOH006X6 A ft555CIE 3/8 112 5,5 1 28.25 23.75 17.25 135 66 MOH009X6 A 11S64CIE 3/8 5/8 5.5 1 28.25 23.75 17.25 144 66 MOH010X6 A 8570C1E 3/8 5/8 5.5 1 28.25 23.75 17.25 138 66 ,,MOH015X6 .8 CS10K6E 3/8 5/8 9 2 28.25 37.75 17.25 193 69 MOH020X6 B 41512K6EE 3/8 7/8 9 2 28.25 37.75 17.25 203 ' 69 M0H025X6 B CS14K6E 3/8 7/8 9 2 2$.25 37.75 17.25 208 69 8401.1030X6 D C518K6E 1/2 7/820 1 30.25 -42.5 29.75 290 69 M011032X6 D C520K6E 1/2 7/8 20 1 30.25 42.5 29/5 275 70 MCNi040X D C527K6E 1/2 1-1/8 20 1 30.25 42.5 29.75 281 70 M M01/059X6 0 C533K6E 1/2 1-1/8 20 1 30.2.5 42,5 29.75 313 70 xi MOH0111.6 A CF04K6E 3/8 5/8 5.5 1 28.25 23.75 17.25 139 66 tri MOH014L6 A CF06K6E 3/8 5/8 5.5 1 28.25 23.75 17.25 170 66 n MOH019L6 B CF06K6E 3/8 5/8 9 2 28.25 37.75 17.25 200 69 C MOH025L6 8 CF09K6E 3/8 7/8 9 2 28.25 37.75 17.25 222 69 0 MOH031L6 C CF12K6E 1/2 7/8 14 2 28.25 37.75 19.75 223 69 v iia Si*gaga 23 for de es +.Estimated sound pressure values are 10 het from the unit.for estimating sound pressure from the unit at different distances,deduct the fol- lowing from the unit velum 20 feetdeduct0 dba....,for 40 feet.deduct 12 dba........tor$0feet.deduct t6 dba.TMs data is typical of'free field'conditions for bo dental air coded condensing units at the outlet of the discharge alt The actual sound measurements may vary depending on the condensing unit installation.Factors suds as re0ecdng O waifs,background mite and mour gconditionsmayhaveasignificantfnfiuenceonthisdata. 9 °it _ _ S • 1 , (\ 1 1 1 1.11 i 1 111 J ill w� i °a_ h 1 1 ill 24,_____ O ----) 0 0. 0L ti L J ri . , Z Si 10_ $_ g a 110 t I: S 5 fir'#3'50 56,00$ (ivDd some 4. ,IN.au u a ION ae.L-X,..,.. �s44�s�f�48-1 tt L at .l►.vsa i s/0 -so.'vide i JY•wis i 'GOD' ... II 1AL..yt ••'lode••.. (.......___7„).. C 0 P _Y, i. Ili 1111 I •• il„I ! 1 I' .1 ” _ / ,,Y, L set S `- 7:111" ►�����1,a�ti© i , _ 1 sass s , ' ' #li ' ,, ' ,., 0 f ' , 1'1;40 16 'Imo 0.11 t' L OCG i lali. s -\li. -, No- L , III } e Q 11! 111 : I i ' N Lal a. _Iii IC W ! WAN i - - fie► �i z [ 1 - ° 1-I et J. - . ,- .j, , . _ I I r _,. . s i. e • E 411i I ,,,,,Z: d, , i.„ , 0 ., E I hk kil i 1 I t - ill 0 Aliagia AntW :41t-l..;g 0-.11 _ ,t/ .l-a a .0-.• L p ry �� 1111 • • 2007 NASPEC Project: Costco Federal Way ,, t-i- Date: 1/13/2014 Model: Typical Joist Case 1 ,02.,•00,1110, NA P1 2-00 W Uni#Ld . .. : .. ` lb/ft dr t 1 . R1 R2 6.67 ft Point Loads P1 Load(lb) 900 X-Dist.(ft) 3.34 Section: 8006162-54 Single C Stud (X-X Axis) Fy= 50.0 ksi Maxo: 3065.9 Ft-Lb Moment of Inertia,I= 5.600 in^4 Va as 2091.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 1556.4 0.508 1558.4 Full 3065.9 0.508 0.061 L/1314 Distortional Buckiina Check K-phi Lm Brac Ma-d Mmax/ Span Ib-in/in (in) Ft-Lb Ma-d Center Span 0.00 80.0 2734.3 0.569 Combined Bendina and Web Crippling Reaction or Load Bmg Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 483.4 3.50 872.4 1526.7 0.0 0.29 No R2 483.4 3.50 872.4 1526.7 0.0 0.29 No P1 900.0 1.50 1377.7 2273.2 1556.4 0.66 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa 1/1/Ma Unstiffen Stiffen R1 483.4 0.0 1.00 0.23 0.00 0.05 NA R2 483.4 0.0 1.00 0.23 0.00 0.05 NA P1 450.1 1556.4 1.00 0.22 0.51 0.30 NA • • . - 2007 NASPEC Project: Costco Federal Wsyy * Date: 1/13/2014 Model: Typical Joist Case , yea give SA,Nood iP1 xro0P2 Unif Ld t lblit R2 6.67 ft Point Loads P1 P2 Load(lb) 200 700 X-Dist(ft) 3.34 6.17 Section: 800S162-54 Single C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 3065.9 Ft-Lb Moment of inertia,I= 5.600 in"4 Va= 2091.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 564.1 0.184 564.1 Full 3065.9 0.184 0.026 Distortional Buddha Check 5* K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-dt oN Center Span 0.00 80.0 2734.3 0.206 �1't11 L '` Combined Bending and Web Crippling . "" ',w�. Reaction or Load Brng Pa Pn Mmax intr. Stiffen Pt Load P(Ib) (In) (Ib) (lb) (Ft-Lbj Value Req'd? R1 185.8 3.50 872.4 1526.7 0.0 0.11 I No R2 780.9 3.50 529.0 925.7 0.0 0.77 } YES P1 200.0 1.50 1377.7 2273.2 564.1 0.19 i No P2 700.0 1.50 440.3 770.5 389.2 0.90 YES Combined Bending and Shear \--- Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 185.8 0.0 1.00 0.09 0.00 0.01 NA R2 780.9 0.0 1.00 0.37 0.00 0.14 NA P1 152.5 564.1 1.00 0.07 0.18 0.04 NA P2 775.9 389.2 1.00 0.37 0.13 0.15 NA ., FL E T. E. , Inc. 830 North Riverside Drive, Suite 200 -1- Renton, Washington 98057 Phone: 425-970-3753 / FAX: 425-970-3756 E www.tei-engineering.com January 15, 2014 Mulvanny G2 Architecture 1110 112th Ave NE Suite 500 Bellevue, WA 98004 (425) 463-2000 Attn: Ken Wong Re: Costco Wholesale — Federal Way, WA Food Service Cooler Expansion (TEI#13-364, MG2#) Dear Ken, The following is a review of the cooling design energy loads for the Federal Way Costco warehouse. The addition of two condensers serving the refrigerated cooler in the Food Service adds 2.7 tons to existing cooling design load. The new cooling design load will be approximately 206.5 tons. There are 14 existing rooftop AC units to compensate this addition providing 16.3 tons each for a total of 228.2 tons. In conclusion, the existing rooftop AC units have enough cooling capacity to accept the additional load from the new refrigeration condensers. If you have further questions, please call our office. Sincerely, c 4. s1,1 .. Pa. .,y P.E. I :Ss ;, <5.',c e ''`'Z,CdvA1- �4n� RECEIVED JAN 272014 CITY OF FEDERAL WAY CDS •t mins (!p Elmo ---------- - Om= Emma � T® IND0.4R� o� OUTDOOR CONDENSING UMW Performance Data - Low Tern a. Models - Hermetic Corn•. - R-404A R-404A_ Capacity BTUH @ 90°F. Ambient / Suction Temperature °F. Model Compressor 0°F. -.5°F. -10°F. - -20°F. 25°F -30°F. MOH011L6 CF04K6E 7484 6624 5765 4090 3293 2536 MOH014L6 CF06K6E 10610 9460 8340 6220 5250 4340 MO140191.6 CF06K6E 12100 10700 9350 6870 5570 4720 M0H02516 CF09K6E 17940 15970 14050 10400 8700 7130 MOH031L6 CF12K6E 20793 18889 16931 12938 10952 9009 R-404A Capacity BTUH 0-95°F. Ambient / Suction Temperature °F. Model Compressor 0°F. -5°F. -10°F.';. -20°F. -25°F. ' -30°F. MOHO11L6 CF04K6E 6930 6109 5289 3684 2919 2196 MOH014L6 CF06K6E 9980 8870 7790 5740 4810 3940 MOH019L6 CF06K6E 11370 10010 8710 6310 5070 4260 MOH025L6 CF09K6E 16870 14990 13150 9650 8040 6560 MOH031L6 CF12K6E 19598 17782 15909 12070 10152 8268 R-404A Capacity BTU1-1 @ 100°F. Ambient / Suction-Temperature °F.. Model Compressor 0°F -5°F. _10°F -20°F, -25°F. -30°F MO1-101116 CF04K6E 6379 5597 4814 3281 2549 1856 MOH014L6 CF06K6E 9360 8280 7230 5270 4370 3550 MOH019L6 CF06K6E 10650 9330 8070 5760 4580 3810 MOH025L6 CF09 6E 15810 14000 12240 8910 7390 6000 R-404A Capacity BTUH @.110°F Ambient/ Suction Temperature °F Model Compressor 0°F. -5°F. -10°F. -20°F -25°F.` -30°F MOH011L6 CF04K6E 5288 4581 3872 2477 1809 n/a M0140141.6 CF06K6E 8130 7110 6130 4310 3500 2770 MOH01916 CF06K6E 9210 7970 6800 4670 3600 2930 MOH025L6 CF09K6E 13680 12050 10440 7440 6080 4850 MOH031L6 CF12K6E 16056 14500 12875 9490 7770 6061 Unit Specifications - Hermetic Compressors Connections Receiver Dimensions Net Sound Model v° Fig. (ID) 90% Full :i D W H WtData Number -s-+ Compressor Liquid Suction Lbs. Fan(s) In. In. In. ` , Lbs. , . dba' MOHUO5D7 A ART82C1 3/8 1/2 6 1 28.25 23.75 17.25 187 66 MOHOO8D7 A RS64C2 3/8 1/2 6 1 28.25 23.75 17.25 141 66 MOHOIOD7 A RS70C1 3/8 5/8 6 1 28.25 23.75 17.25 136 66 MOH015D7 B CR18KQ 3/8 5/8 10 2 28.25 37.75 17.25 189 69 MOH020D7 B CR24K• 3/8 7/8 10 2 28.25 37.75 17.25 193 69 MOHO29M C CR37K• 1/2 7/8 16 2 28.25 37.75 P.75 214 69 MOH030D7 D CR37KQ 1/2 7/8 22 1 30.25 42.5 29.75 281 70 MOH040D7 D CR53KQ 1/2 1-1/8 22 1 30.25 42.5 29.75 299 70 MOH050D7 D CRN-0500 1/2 1-1/8 22 1 30.25 42.5 29.75 310 70 MOH005X6 A RS43C1 E 3/8 1/2 5.5 1 28.25 23.75 17.25 135 66 MOH008X6 A RS55CIE 3/8 12 5.5 1 28.25 23.75 17.25 135 66 MOH009X6 A RS64C1E 3/8 5/8 5.5 1 28.25 23.75 17.25 144 66 MOH010X6 A RS7OCIE 3/8 5/8 5.5 1 28.25 23.75 17.25 138 66 .......__,®....MOH015X6 -B CS10K6E 3/8 5/8 9 2 28.25 37.75 17.25 193 69 MOH020X6 Be cc ss 9 2 28.25 37.75 17.25 203 69 MOH0 25X6 CS1412K6E 3/83/8 7/87/8 9 2 28.25 37.75 17.25 208 69 MOH030X6 D C518K6E 1/2 7/8 20 1 30.25 42.5 29.75 290 69 MOH032X6 0 CS20K6E 1/2 7/8 20 1 30.25 42.5 29.75 275 70 MOH040X6 0 CS27K6E 1/2 1-1/8 20 1 30.25 42.5 29.75 281 70 m MOH050X6 0 CS33K6E 1/2 1-1/8 20 1 30.25 42.5 29.75 313 70 71 g MOH011 L6 A CF04K6E 3/8 5/8 5.5 1 28.25 23.75 17.25 139 66 g MOH014L6 A CF06K6E 3/8 5/8 5.5 1 28.25 23.75 17.25 170 66 Ct MOH019L6 B CF06K6E 3/8 5/8 9 2 28.25 37.75 17.25 200 69 n MOH025L6 B CF09K6E 318 7/8 9 2 28.25 37.75 17.25 222 69 0 MOH031L6 C CF12K6E 1/2 7/8 14 2 28.25 37.75 19.75 223 69 b ++=See page 23 for deta'fs 'iiiEstimated sound pressure values am 10 feet from the unit.For estimating sound pressure from the unit at different distances,deduct the fol- m lowing from the unit values:20 feet,deduct E dba.....for 40 feet,deduct 12 dba for 80 feet,deduct 18 dba.This data is typical of"free field•conditions for horizontal air t!1 cooled condensing units at the outlet of the discharge alt.The actual sound measurements may vary depending on the condensing unit installation.Factors such as reflecting N walls,background noise and mounting conditions may have a significant influence on this data. 0 xi 9 in LrAIM . IA. P IND®OR e4 ®UUTD®©R CONDENSINGNAM Electrical Data - Hermetic Compressors 1 Model Part Power Supply Compressor Fan Motor -MCA Evan Deft'ast Number Number Volts Ph Hzt R MOPD Fan Heater D72 ART82C1-CAV 208-230 1 60 i.9 SBA ,Qty. HP FL1 1/15 5 15 20 15 2Air Elec... Air ,Elec.•,Amps;,Amps� M0H008072 13564C2-CAV 208-230 1 60 6.9 37 1 1/15 0.5 15 20 15 20 8 15 MOH010D72 R570C1-PFV 208-230 1 60 6.3 34.2 1 1/15 0.5 15 20 15 C70) 7 15 MOH010D73 . RS70C1-TFC 208-230 3 60 4.2 31 1 1/15 0.5 15 20 15 20 8.6 15 MOH015D72 CR18KQ-PFV 208-230 1 60 8.1 41 2 1/15 1 15 24 15 25 6 19 MOH015D73 CR18KQ-TF5 208-230 3 60 4.9 40 2 1/15 1 15 . 24 15 20 7 19 - MOH015D74 CR18KQ-TFD 460 3 60 2.8 . 23 2 1/15 1 15 20 15 20 A A M0H020D72 CR24KQ-PFV 208-230 1 • 60 12.2 70.5 2 1/15 1 20 29 25 30 6 23 MOH020D73 CR24KQ-TF5 208-230 3 -60 6.7 40 2 1/15 1 15 24 15 25 9 19 MOH020D74 CR24KQ TFD 460 3 60 3.6 28 2 1/15 1 15 20 15 20 A A MOH029M22 CR37KQ-PFV 208-230 1 60 16.7 100.3 2 1/15 1 21.8 38 35 50 12 30 i M0H0291V123 CR37KQ-TF5 208-230 3 60 9.9 85 2 1/15 1 15 38 20 40 12 30 MOH029M24 CR37KQ-TFD 460 3 60 5.0 39 2 1/15 1 15 15 15 25 A A MOH030D72 CR37KQ-PFV 208-230 1 60 16.7 100.3 1 1/3 3.5 24.3 38 40 50 12 30 6,40H030073 CR37KQ-TF5 208-230 3 60 9.9 85 -1 113 3.5 20 38 25 40 12 30 MOH030D74 CR37KQ-TED 460 3 60 5.0 39 1 1/3 1.9 15 24 15 25 A A MOH040D72 CR53KQ-PFV 208-230 1 60 26.0 140 1 1/3 3.5 36.0 48.0 50 60 12 35 MOH040D73 CR53KQ-1-F5 208-230 3 60 16.3 107 1 1/3 3.5 23.9 38 40 50 12 30 MOH040D74 CR53KQ-TFD 460 3 60 8.1 55 1 113 1.9 15 29 15 30 11 23 MOH050D72CRNS-0500-PFV 208-230 1 60 30.8 142.0 1 1/3 3.5 42 59 50 60 12 47 MOH050D73 CRN5-0500-TF5 208-230 3 60 19.2 130.0 1 1/3 "3.5 28 40 45 50 12 30 MOH050D74CRN5-0500-TFD 460 3 60 8.7 65.0 1 1/3 1.9 15 29 20 30 10 23 MOH005X62 RS43C2E-CAV 208-230 1 60 4.8 24.1 1 1/15 0.5 15 20 15 20 8 15 MOH008X62 R555C2E-CAV 208-230 1 60 5.4 40 1 1/15 0.5 15 20 15 20 8 15 MOH009X62 RS64C2E-CAV 208-230 1 60 6.9 37 1 1/15 0.5 15 20 15 20 7 15 MOH010X62 RS7OCIE-PFV 208-230 1 60 6.3 34.2 1 1/15 0.5 15 20 15 20 7 15 MOH010X63 RS70C1 E-TFC 208-230 3 60 4.2 31 1 1/15 0.5 15 20 15 20 8.6 15 `•' M01-1015X62 CS10K6E-PFV 208-230 1 60 9.8 56 2 1/15 1 15 24 20 25 6 19 MOH015X63 CS10K6E TF5 208-230 3 60 6,7 51 2 1/15- 1 15 20 15 20 7 15 M0H020X62 CS12K6E-PFV 208-230 1 60 9.8 56 2 1/15 1 15 24 20 25 6 19 MOH020X63 CS12K6E TFS 208-230 3 60 6.7 51 2 1/15 1 15 24 15 25 9 19 MOH025X62 CS14K6E-PFV 208-230 1 60 11.2 61 2 1/15 1 15 29 25 30 6 23 MOH025X63 CS14K6E-TF5 208-230 3 60 8.2 55 2 1/15 1 15 24 15 25 9 19 M0H025X54 CS14K6E-TED 460 3 60 4.2 28 2 1/15 1 15 20 15 20 A A MOH030X62 CS18K6E-PFV 208-230 1 60 14.4 82.0 1 113 3.5 21 38 35 45 12 30 MOH030X63 CS18K6E--1F5 208-230 3 60. 9.4 65.5 1 1/3 3.5 15 29 20 30 7 23 MOH038X64 CS18K6E-TFD 460 3 60 3.9 33.0 1 1/3 1.9 15 24 15 25 A A MOH032X62 CS20K6E-PFV 208-230 1 60 16.7 96.0 1 . 1/3 3.5 24 38 40 50 12 30 MOH032X63 C520K6E-TF5 208-230 3 60 10.3 75.0 1 1/3 3.5 20 29 25 30 7 23 MOH032X64 CS20K6E-TFD 460 3 60 4.6 40.0 1 1/3 1.9 15 24 15 25 A A MOH040X62 CS27K6E-PFV 208-230 1 60 21.5 121 1 1/3 3.5 30.3 44 50 60 12 35 f M0H040X63 C527K6E-TF5 208-230 3 60 13.7 105 1 1/3 3.5 20.7 38 30 45 12 30 MOH040X64 CS27K6E-TFD 460 3 60 7.6 52 1 1/3 1.9 15 29 15 30 11 23 MOH050X62 C533K6E-PFV 208-230 1 60 27.6 125.0 1 1/3 3.5 38.0 59 50 60 12 47 - M0H050X63 CS33K6E-1F5. 208-230 3 60 16.8 102 1 1/3 3.5 24.5 38 40 50 12 30 MOH050X64 CS33K6E TFD 460 3 60 8.8 48 1 1/3 1.9 15 29 20 30 10 23 M01-1011L62 CF04K6E-PFV 208-23Q 1 60 8.6 59.2 1_ 1/15 0.5 15.0 20.0 15 25 7 15 MOH0111.63 CF04K6E-TF5 200-230 3 60 5.7 52.0 1 1/15 0.5 15.0 20.0 15 20 8 15 nMOH014L62 CF06K6E-PFV 208-230 1 60 10.3 59.2 1 1/15 0.5 15.0 20.0 20 25 4 15 2 M0H014L63 CF06K6E-TF5 200-230 3 60 6.3 52.0 1 1/15 0.5 15.0 24.0 15 25 9 19 - MOH0191_62 CF06K6E-PFV 208-230 1 60 10.3 59.2 2 1/15 1 15.0 24.0 20 30 6 19 ", M0H0191.63 CF06K6E-TF5 208-230 3 60 6.3 52.0 2 1/15 1 15.0 24.0 15 25 9 19 M0H0251_62 CF09K6E-PFV 208-230 1 60 15 87.0 2 1/15 1 20.0 29.0 30 (40) 6 23 M0H0251.63 CF09K6E-TF5 200-230 3 60 9.2 72.2 2 1/15 1 15.0 21 20 25 7 15 } MOI-10311.62 CF12K6E-PFV 208-230 1 60 17 105.0 2 1/15 1 22.3 37.5 35 50 12 30 M0H0311_63 CF12K6E-TF5 200-230 3 60 10.7 85.0 2 1/15 1 15.0 28.8 25 30 7 ,M0H031L64 CF12K6�TFD 460 3 60 5.3 42.0 2 1/15 1 15.0 23.8 15 25 A _ A3 J •' PPer ULand NEC,RIA values have been calculated by dividing the Maximum Continuous Current(MCC}by 1.56. A Power supplied by customer. t t Consult factory for 50 HZ applications. 10 II I 111111111111111 JIMMIE am= ppooR,el 0UTDOOR CONDENSING Dimensional Drawings OUTDOOR INDOOR LEFT VIEW FRONT VIEW FRONT VIEW 1/2, 3/4 and 1 HP I--'-'---28-1/4—__.4 F. 2S-3/4--._.4 Alt F _....... s�rrav 2-9/16 ..t......... mr-- - ratrT-r/4 z_s/4 Lr«fro 2-343 ` ,1 ill • �''(� _l_ a.aa .i_�s t y3 tiri �f� �. .. f-S✓4 A 1 1- t pg.__�_ -^7l-!B(X. 4-s/1B 4-1/16 ( 24-r/4 qL 26-t/8 1-1/2and 2HP I.-------•28.1/4 - ;- 37-5/4 Tf(N6 B rJ 7/9 6 reml.,„ i -IA,- aMn y At swum -9t1B -.-_ -- r -- 2-38 17-1/4 2-�,4IALtUrII ____ _ sammim I+-- 1- 4 / 1-7/5. f I 21-1/9 c. J8-I/4 GL .p 4-9/J6 4-1/16 JS-/B RI 3 HP-ALTERNATE CABINET . • (Z) 7/U, (1) 1-3�6 d (t) J-314 mica caracrnatvg-- Illc (j ,J/4 LL0 2-5431 3-13/16k. 9/16 -- iiiii in,wi �•z1-` 16 1 1 1 ...LLL 1-15/16ill ) 2=1/4 38-r/4J9-1/6 CL .4 4-5,16 3-11/18 3, 4, 5 and 6 HP ..�^- 3d-1/4 - :j 1 - 42-rf2 dIQ, (21 Ti (U I- 'e (lt_3/4� D a -1. 1 ,,,.4 'I , ,,/;;(7,/'-----1";-:.-- -:;':)\\‘) 2-5/9I 111111111111 s- 111JiI/ J-15/18 LI11O -9/16 j ' L ill li 11 2-1/15 T —FT 1-15/16 1 +-- 23-1B a y z-rs4 3-rt 7/15 X 11/16 SLOT /-9/16 3-1//l8 4J-TB 4�� 7/figX /1/18 SLOT rYPMP 4 PEES 23 . . e 0 • aff, rY-•-,?-.- - 4- "Ttk.f= 1--6ct5' to tio-:)i t. ittf ko 0 ..r) '.-% , IP0 V) ( '---(74. g; 1.-.4 r-- 1g--. 01 Ke--01 3 gal . . 0 '••••• N 0 41 afa . . C4 U:?, 1;$1 1-v! firif :Y1: 0 91-1 ' •'73-1 0 N S ?c)3 z,-. , 4- (iv fStf kidi ('M V a tg. urv . . --, ,„., ,,, a•-• '--, rs1 ikic .=,.- ta .. k...e..!s; ..---.:.zi --..----r-- ri•„,, ,,, -N.: i *..: .-tt r.• ..... ..-a; r•-y_ .-n -2a.--c 41-Afit . ul IA .A- r" E *-i - Nrii`g le‘i •?61 -% 4 N• In ..--*-a,- _..is '::_e.. ...41.‘1. •:-..tti.' ,K,it i ,z-7 •;*--'• .ti-T IN .41.: • 0 fEr ..-: -ctla 1111.; fi'll7f: ,C) %Ccoll c0 v9t C, it-t- N. -., E kill -0, '..§-it .1-:•--.,J t-• h.:1 u"'el 2 I. - -IT . fv• lky.- ak. 0 4.. o 1... I ....... -77. r 1.1:1• ....7,-.i ;-*k.......: h,.., . , An CS/ © t4 ',; '-':'9 .Li. . ges K?---'.'• 415.-:-.1 Cm rO Ct. dry IA rto3 0 il,.-0 in L.1..-- o Eol N E p2.,--,.. • 'W.f.,' • ea4 • -g-01.21" • a' • Oaaa'i • ,;-.01 0 bEsrts r-; ,..1.7._a ;-• ....,mi ri kir c4 .vo4 rn IA X? 03 co ,co, oa . •-• kr,j, - -:.: AtE R. .. • .--t: 0 Ai_v, ,,-: ega: rm _, a....._ ......u. -- -... in 0 % i. A ..-r‘ cr ..-rt 'WV ,,,AV °: . -,i' :.•-t , _ - .1-p-. frA, WtH •_,f41 0 7.,,,- i•rgf.- ---1: $ 441 opi a) 4PaZ C) ,R13 ,....n.t, 2 V ' --; • P co Y.°` '-' N N. i %12 ‘"' `,7-1.vk x.....63; 4.4 0 03 ,..: --J ..., X t: C3 Z.: ty CP vs 4i. .174v5, -= la 'I tWil.'i o 2 rn a ilz, 0. 0 1-0.i-' 0 03 -- 0 'D *I:), 2,...., .2 * , -...•t • 4.*.•:"-, -.- •:';" • .&.e..4 • ;,-5,s7,.. J14 ,...51- M On• ,7r Lf1 .1.2,1 tr; +0 0., in .,,,, ,F.2. iltl-- ?...1--crz 04 -761- :-40.& •cp • ; .-T0',i- to 0 a') 4 ,1.---i Wk %r1 il N ,ea% 4 s'- vt it, ''.0, V) 1.4.3 .. 4., 4 - w 2 ,,- , a vi In . •-,- -4, `VI Ntr: V & -iol, , 0 t••• EL .0,1: do, ao- ,..... •'-, ..-4; s. 0.....i; , , •".--- re-,...1 ,i,......, , s. 1-. It.-g a .,rn,7 -_qn.i ,IST cri OPI i----'".--:: C •am •- ,,_ 0 ,zg ec -1 ,-T k Q. :i.o-W:. r: ..: '?-'1:i'": .... 1,--•t , ''.i. , '"- -.., ',1-,:- 4= ill -,,--- ...,,.....„..7„,5.... , MN- v kr:<4. < <:t < - E4;• < --.1•V < ;<i, < 1 CL, 0 2 (4 ezw LI qbk u kre•:.„ 44w_,, V) ......,' -I r.,•?,tti ---I 't..0-1 .. -.4w7 ... . -I E-1 .r ..4 , = * -4 i.tai.,.. ;,-...--, 1,....., 'A,- ..1 ..,.-4.,-. .a,..,.- nt# iI ' 1 1 1 I i . tx Physical Data Air Defrost Physical Data r Connections(Inches) Approx. LCA6 No.of Coil External Net Wt. Model Size Fans Inlet Suction Equalizer Drain Lbs 1 ha LCA640 1 1/2 OD 5/8 ID 1/4 OD 3/4 MPT 28 13 LCA651 1 1/2 OD 5/8 ID 1/4 OD 3/4 MPT 31 15 LCA662 1 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 34 16 LCA672 2 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 45 21 _ LCA690 2 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 49 23 LCA6110 2 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 51 24 - .. LCA6135 3 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 67 31 LCA6160 I 3 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 69 32 LCA6185 4 1/2 OD 1 1/8 ID 1/4 OD 3/4 MPT 82 38 LCA6215 4 1/2 OD 1 1/8 ID 1/4 OD 3/4 MPT 84 39 LCA6260 5 1/2 OD I 1 1/8 ID 1/4 OD 3/4 MPT 103 47 LCA6310 6 1/2 OD 1 1/8 ID 1/4 OD 3/4 MPT 124 57 _ LCA6350 6 1/2 OD1 3/8 ID 114 OD 3/4 MPT 127 58 Electric Defrost Physical Data Connections(Inc es) A rox. LCE6/LCE4 No.of I Coil ( E External Net Wt. Model Size Fans InLCE Suction f E.ualizer Drain Lbs/k! • .I odels LCE635 1 1/2 OD I 5/8 ID 1/4 OD 3/4 MPT 24 11 LCE643 1 1/2 OD 5/8 ID 1/4 OD 314 MPT 29 14 LCE665 2 1/2 OD 518 ID 1/4 OD 3/4 MPT 43 PO LCE676 2 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 45 21 LCE694 2 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 48 22 LCE6120 3 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 60 28 LCE6140 I- 3 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 62 29 LCE6160 4 1/2 OD 1 1/810 1/4 OD 3/4 MPT 81 37 LCE6180 4 1/2 OD 1 1/8 ID 1/4 OD 3/4 MPT 84 39 LCE6200 5 1/2 OD 1 1/8 ID 1/4 OD 3/4 MPT 101 46 LCE6240 6 1/2 OD 1 1/8 ID 1/4 OD 3/4 MPT 121 55 LCE6270 6 1/2 OD 1 i/8 ID I 1/4 OD I 3/4 MPT 124 57 4 FPI Models LCE441 i 1/2 00 5/8 ID1/4 OD 3/4 MPT 28 13 LCE457 2 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 1 42 19 LCE467 2 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 44 20 LCE482 2 1/2 OD_ 7/8 ID --1/4 0D 3/4 MPT 47- LCE4105 3 22 1/2 OD 7/8 ID 1/4 OD 3/4 MPT 59 27 LCE4139 4 1/2 OD1 1/8 ID 1/4 OD 3/4 MPT 80 37" LCE4174 5 " 1/2 OD 1 1/8 ID 1/4 OD 3/4 MPT 100 46 LCE4208 I 6 1/2 OD 1 1/8 ID 1/4 OD 3/4 MPT 120 55 LCE4235 6 1/2 OD 1 1/8 ID I 1/4 OD 3/4 MPT 123 56 11 onal Data _ 22 mm 1k}7 µ •Y-a 'MrCtfehirei. o°-' 4 tri Knockouts wise 'o , - 2118" °-,:°111111.11111111111111111: � • • . .. • •'i' S4 mm t314' 7 44mm I t12' 4 31€6' 38 nun €314" IU6mm 44mm 1€51€6" S� 49 nom Cormtcne Bettetai oE,n3 � US C 137116' 341 mm 1350 tttis5E0 V .+i. •7111 *fir r�mair riir t' cAS ACO.cru'WOIT NCE *WIMP 7-7147 6 t!8' 'C' ir" 6118" 156mm -. V 156mm j I P' 4 tir 7, I[ i 1 4`tt6. it;- 1 �a �� n7-V'\1x:tt t is a°a tion.,.--,r ' 1i d(t • tG' ,i r ir a, Ps a I a t 0 ti ' d € 12378' I°? �I a t •-al' 314 mm t6- 3T9mm .. y: ` q a r ,.i 1 4-ED c.,- f }ice_ -...; . eji sf 19 mm 314•WI'€14/PSI 1-12' 1314' NoraCormotron 303mm44mm 14 718" --I 377mm Dimensional Data For All Models Air Defrost Electric and Hot GasDimensions(Inches/mm) Models Defrost Models No.of - 6 FPI 6 FPI I 4 FPI Fans A 6 r 0 640 - - 1 29.50 17.25 I - - 749.3 438.2 651 635 -- 1 29.50 17.25 - - 749.3 438.2 662 643 441 1 29.50 17.25 - - 749.3 438.2 672 - - 2 45.50 33.25 - - t155.7 844.6_ - 665 457 2 45.50 33.25 I _--. 1,155.7 844.6 690 - - 2 45.50 33.25 - - 1,155.7 844.6 6110 676 j 467 2 45.50 33.25 - _. € t t155.7 844,6 - 694 482 2 45.50 33.25 - - 1,155.7 844.6 - j 6120 4105 3 6150 49.25 - _. 1562.1 1,251.0 6135 - - 3 61.50 49.25 - - 1,562.1 1,251,0 6160 6140 - 3 61.50 49.25 - - 1,251.0 6185 6160 - 4 77.50 1,562.1 65.25 - - 1,968.5 1,657.4 6215 6180 4139 4 77.50 65.25 - - 19685 ___ 1,657.4 6260 6200 4174 f 5 93.50 81.25 ' 48.63 32.63 2,374.9 2,063.8 1,235.2 828.8 6310 6240 4208 6 109.50 97.25 48.63 48.63 2,781.3 2,470.2 1,235.2 1,235.2 6350 6270 4235 6 109.50 97.25 48.63 48.63 2,781.3 . 2,470.2 1,235.2 1,235.2 j I NOTE: Hanger brackets will accept 3/8"19.5 mm hanger rods. i 13 i 1 I • I. i -- Project Name: COSTCO#061 CLR. STRUCTURAL ENGINEERING � Location: FEDERAL WAY,WA CALCULATIONS TGE Job Number TGE14-3680 ENGINEERING , PLL C . FILE BRIAN. J. SIELAFF, P.E. STRUCTURAL ENGINEERING CALCULATIONS FOR COSTCO #061 COOLER BOX CUSTOM COOLER INC. FEDERAL WAY, WASHINGTON TGE PROJECT NO.: TGE14-3680 brit DESIGN CRITERIA: USED 2009 IBC SEISMIC PARAMETERS: Ss= 1.281 g S1 = 0.492 g SEISMIC DESIGN CATEGORY: RECEIVED D INTERNAL PRESSURE: 5.0 PSF WALL/CEILING DEAD LOAD: JAN 2 7 2014 3.0 PSF CEILING LIVE LOAD: 10.0 PSF CITY OF FEDERAL WAY CDS 2915 W.Agate St., Suite B. Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 1 of 17 II° Project Name: COSTCO#061 CLR. STRUCTURAL ENGINEERING Location: FEDERAL WAY,WA CALCULATIONS .._s, TGE Job Number: TGE14-3680 ENGINEERING , PI G. C TABLE OF CONTENTS a PROJECT INFORMATION 3 2 JURISDITIONAL INFORMATION 4 3 ICC EVALUATION REPORT,PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS 5 4 GENERAL STRUCTURAL NOTES 6 5 SEISMIC ANALYSIS 7 6 STRUCTURAL ENGINEERING CALCULATIONS 8 7 MATERIAL AND HARDWARE PRINTOUTS 11 2915 W.Agate St., Suite B• Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 2 of 17 Project Name: COSTCO#061 CLR. STRUCTURAL ENGINEERING _ Location: FEDERAL WAY,WA CALCULATIONS ora �;.1(441) ' ( TGE Job Number: TGE14-3680 E N Gn 1 N E E R 1 N G P L L C 1 PROJECT INFORMATION Tamarack Grove Engineering TGE Project Number: TGE14-368o Date: 1/23/2014 TGE Contact: Doug Hardin,E.I.T. TGE Engineer of Record: Brian J.Sielaff,P.E. Project Client Information: Company: CUSTOM COOLER INC. Contact: Kevin Kim Address: 420 E.Arrow Highway San Dimas,CA 91773 Phone: 909-592-1111 Email: kevink@a customcooler.com Client Logo: �a�a. r II Custer Satisfaction GaaranteedF a 1 Project Owner Information: Name: Costco#061 Address: 35100 Enchanted Parkway South Federal Way,WA 98003 APN: N/A Phone: N/A Email: N/A Site Elevation: N/A LIVE AND DEAD LOADS Ceiling Live Load: 10 PSF Ceiling Dead Loads: Steel Facing(ASTM-A-646): 1.o PSF (26 GA.—t=0.02 inch) Insulation: 1.0 PSF Miscellaneous: 1.0 PSF TOTAL: 3.o PSF 2915 W.Agate St., Suite B• Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 3 of 17 Project Name: COSTCO#061 CLR. STRUCTURALCALCULATIONS ENGINEERING Location: FEDERAL WAY,WA A ` ' _ �` • -� TGE Job Number: TGE14-3680 E N G t N E E R ( N G , PLLC 2 JURISDITIONAL INFORMATION Seismic Design Information: Seismic Parameters: Ss=1.281 g S,=0.492 9 SDs=0.854 9 SDS=0.494 9 Seismic Design Category: D (IBC Table 1613.5.6(1&2)) Site Coefficient,FA: 1.00 (IBC Table 1613.5.3(1)) Site Coefficient,Fv: 1.51 (IBC Table 1613.5.3(1)) Response Modification Factor,R: 2.50 Analysis Procedure Used: ASCE/SEI 7-05, Chapter 13 Basic Seismic-Force-Resisting-System: Seismic Design Requirements for Nonstructural Components Building Site Class: D (IBC Table 1613.5.2) Lateral Pressure Design Information: Internal Pressure: 5.0 PSF 2915 W.Agate St., Suite B• Boise, Idaho 83705 • (208) 345-8941 • (208)345-8946 FAX Page 4 of 17 • • Y Project Name: COSTCO#061 CLR. STRUCTURAL ENGINEERINGsiii1410*--- Location: FEDERAL WAY,WA CALCULATIONSems TGE Job Number: TGE14-3680 FNGINFERING PLC 3 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS • ESR-2269,"HILTI LOW-VELOCITY X-U AND X-U i5 UNIVERSAL POWDER DRIVEN FASTENERS" • CITY OF LOS ANGELES RESEARCH REPORT:RR 25690 FOR CUSTOM COOLER INC. 2915 W.Agate St., Suite B• Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 5 of 17 • 0 ',.„„), , Project Name: COSTCO#061 CLR. STRUCTURAL ENGINEERING -+ Location: FEDERAL WAY,WA CALCULATIONS f 'i ' a a' I. - t" - id. • TGE Job Number: TGE14-3680 ENGINEERING , P L L. C. 4 GENERAL STRUCTURAL NOTES i.STRUCTURAL STEEL: A. BOLTS AND LAGS SHALL CONFORM TO ASTM A36(U.N.O.) B. ALL WORK SHALL BE IN ACCORDANCE WITH THE 9TH EDITION,OR iST EDITION LRFD MANUAL OF AISC"SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" C. MACHINE BOLTS SHALL BE ASTM A325(U.N.O.) D. PROVIDE LOCK WASHERS BETWEEN NUT AND CONNECTED STEEL. E. ALL STEEL,INCLUDING NUTS,BOLTS,AND WASHERS EXPOSED TO WEATHER,SHALL BE GALVANIZED. F. METAL CONNECTERS ARE'HILT!'AND SHALL BE INSTALLED PER'HILT!'RECOMMENDATIONS. 2.GENERAL STRUCTURAL NOTES: A. CONTRACTOR TO VERIFY ALL OPENINGS, BUILDING DIMENSIONS, COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION. B. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO THE ENGINEER OF RECORD. C. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. D. NOTCHING AND/OR CUTTING OF ANY STRUTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. 2915 W.Agate St., Suite B• Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 6 of 17 • • t-- Project Name: COSTCO#061 CLR. STRUCTURAL ENGINEERING --^ - Location: FEDERAL WAY,WA CALCULATIONS ' : . `,:e rIr t __-1'..4 : TGE Job Number: TGE14-3680 ENGINEERING , PILC.. 5 SEISMICANALYSIS Project Title: Costco#61 Cooler .++ Engineer. Project ID: TGE14-3680 Project Descr. Federal Way,WA ENGINEERING , PLLC ASCE Sel> tnic Base Smear` #t'ro tT�t+ .c ionsa c t twoK + ��dcaet tl , ec6; B k CAVO 1963.2011 13. 1,V 13A31 Llc.#:KW-06007753 Licensee:TAMARACK GROVE ENGINEERING Seismic Analysis Risk ory- Calculations per ASCE 74'0- Risk Category of Budding or other Structure: IF.Ad Buildings and other structures except those listed as Category I,HI,and IV ASCE 740,Page 2,Table 1.54 Seismic Importance Factor = 1 ASCE 740,Page 5, Table 1.5-2 GriddedSs.&S1VtduesASCD1.14 Student ASCE 7.1011.4.1 Max.Ground Motions,5%Damping: Latitude = 47311 deg Nana Ss = 1,2$1 0,0.2 secresponse Longitude = 122.312 deg West S 1 = 0,4916 8,1.0 sec response Location: Federal Way,WA 98003 Site 040as,S n ory Site Classification 'D*:Shear Wawa Velocity 600 to 1,200 fttsec = D ASCE 740 Table 20.34 Site Coefficients Fa B Fv Fa = 1.00 ASCE 740 Table 11.4-1814.4.2 (using straight-6ne ktterpotation from table values) Fit = 1.51 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1281 ASCE 740 Eq 11.4-1 S Mi=Fv'S1 = 0.742 ASCE 740 Eq 11.4-2 Design Spectral Acceleration SOS SMS 2/3 = 0.854 ASCE 740 Eq.11.4.3 $Of$ M1 213 = 0-494 ASCE 740 Eq 11,44 Seismic Design Category = D ASCE 7-10 Table 11,84 8.2 ResiStin' m ASCE 740 Table 12.24 Basic Seismic Force Resisting System... Bearing Wan Systems Light framed wafts with shear panels of all other materials Response Mod'if'ication Coefficient'R' = 2.00 Building height Limits: System Overstrength Factor'Wo' = 2.50 Category"A 8 B'Limit No Limit Deflection Amplification Factor'Cd' = 2.00 Category"C*Limit No Lund Categay'D"Limit Limit=3S NOTE!See ASCE 7-10 for alt applicable footnotes Category'E"Limit Not Permitted Categoy'F"Limit Not Permitted Redundancy factor ASCE 7-10 Section 12.14 Seismic Design Category of D,E,or F therefore Redundancy Facto'p'=1.3 Lateral Rfocedute6 ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure'is being used accordina to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems 'Ct'value = 0.020 'hn':Height from base to highest level= 10.50 ft 'x*value = 0.75 'Ta'Approximate fundemenlalperiod using Eq.12.8-7: Ta=Ct*(tin"x) = 0.117 sec "TL':Long-period transition period per ASCE 7-10 Maps 22-12-s 22-16 6.000 sec Building Period*Ta'Caiculeted from Approximate Method selected = 0-117 sec "Cs"Response Coefficient S P5 Short Period Design Spectral Response = 0.854 From Eq.12.8-2,Preliminary Cs = 0,427 'R':Response Moddication Factor = 2.00 From Eq.12.8-3&12.8.4,Cs need not exceed = 2119 'I':Seismic Importance Facto = 1 From Eq.12.8-5 812,8.6,Cs not be less than = 0.038 Cs:Seismic Response Coefficient= = 0.4270 2915 W.Agate St.,Suite B• Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 7 of 17 i 40 Project Name: COSTCO#061 CLR. STRUCTURAL ENGINEERING ,,, Location: FEDERAL WAY,WA CALCULATIONS .� ' . TGE Job Number: TGE14-3680 ENGINEERING , PLIC 6 STRUCTURAL ENGINEERING CALCULATIONS Loads: Dead Load: Dload:=3 psf Live Load: 40„:=10 psf Internal Pressure: P ya,�ai:=5 psf Length: Length':=26.67 ft Width: Width:=8 ft Typical Ceiling Panel: Span: L:=8 ft Total Load: WTL:=li«aa+Lia=13.00 psf Allowable Load for 5"Wood Frame Panel: Wall:=65 psf Summary The allowable load is greater than the total load. Therefore the ceiling panels are acceptable, Typical Wall Panel: Height: H:=10 ft Tributary Width: Trib, Eh:=1 ft Tributary Area: Tribarea::=4 ft"2 Dead Load: PDL:=Diced*Tri batea=12.00 lb Live Load: PL =Liaad*Trikvaa=40.00 lb Total Load: PTL:=PDL+PL=52.00 lb Internal Wall Pressure: W;,, ,,.i:=P„ua„ai*Tribal, =5.000 plf Maximum Allowable Panel Height of 5"Wood Frame Panel: H,:=31 ft Maximum Allowable Concentric Load for 5"Wood Frame Panel: Pall:=600 lb Summary: : The allowable height of the panel is greater than the actual panel height and the allowable concentric load is greater than the actual concentric load. Therefore wall panels are acceptable. Check Panel to Panel Connections: Spacing of Wall-Wall Camlock Conection: S1e,„,:=4 ft Typical Panel Width: W pal:=4 ft Out-of-Plane Load on Camlock: FP =W pane,*Se er*P;,„,,,ai=80.00 lb Allowable Out-of-Plane Load: Fan:=464 lb Tributary Width of Ceiling: Trib i;,,g =4 ft Spacing Wall-Ceiling Connections: SGo :=2 ft Uplift Force at Ceiling Panel Ends: FujuLi:=TribCe,t„,g*Paaa,,,ai*S„„n=40.00 lb Allowable Tension Force on Lag Connection: Tiag:=472 lb Summary: The allowable forces on connections are greater than the actual forces.Therefore the wall-wall panel connection and wall-ceiling panel connections are acceptable. 2915 W.Agate St.,Suite B• Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 8 of 17 • 4....onY Project Name: COSTCO#061 CLR. STRUCTURAL ENGINEERING Location: FEDERAL WAY,WA CALCULATIONS 14711 741 ? • TGE Job Number: TGEi 4-3680 ENGINEERING , PLC.. Lateral Force in Direction 1-1: Seismic Design Coefficient: S„:=-0.854 Amplification Factor: aP 1.0 Response Modification Factor: RP:=2.5 Importance Factor: I p:=1.0 Height above Base: z: 0 ft Mean Roof Height: h:=10 ft Weight of Cooler: Wt (Width*Length*(D ))+((2)*(2*Length)*Dt }=1 440 lb (0.4*a *SDs*Wt) Lateral Force: FP:=( (� II ) )*(1+(2*( 4)=196.8 lb P P Maximum Lateral Force: FP„ :=1.6*S„*I P*Wt=1 968 lb Minimum Lateral Force: Fpm,n:=0.3*SDs*IP*Wt=369.0 lb Lateral Force from Internal Pressure: FZ� �:=R , *Length*(H/2)=666.8 lb Design Lateral Force: F ,,:=Futema1=666.8 lb Length of Openings: Low:r---0 ft In-Plane Lateral Force: F :=F ,,; {(2*(Width—L0 ))=41.67 plf Capacity of HILTI Drive Pin in Shear: V Pm:=90 lb Capacity of#14 TEK Screw in Shear: V :=185 lb Spacing Fastener Required: S :_ V =2.160 ft F Height to Width Ratio: R:=0.8 Allowable In-Plane Shear Force on Panels: Vit:=280 plf Summary: Required spacing of screws and HILTI drive pins is 23 inch spacing.Allowable in- plane shear force on the panels are greater than the actual in-plane shear force. Therefore the lateral resisting system is acceptable. 2915 W.Agate St., Suite B• Boise, Idaho 83705 • (208)345-8941 • (208)345-8945 FAX Page 9 of 17 . i ,-.7. a-- Project Name: COSTCO#061 CLR. STRUCTURAL ENGINEERING - Location: FEDERAL WAY,WA CALCULATIONS r +' k! r .� 'et*� T;' TGE Job Number: TGE14-3680 E N G t N E E R l N G , P l L c Lateral Force in Direction 2-2: Seismic Design Coefficient: SD,:=0.854 Amplification Factor: aP =1.0 Response Modification Factor: R :=2.5 Importance Factor: Ip:=1.0 Height above Base: z:=0 ft Mean Roof Height: h:=10 ft Weight of Cooler: Wt:=(Width*Length*(DIad))+((2)*(2*Width)*Dioad)=880.1 lb (0.4*a *SD*Wt) Lateral Force: FF:=( (R fI ) )*(1+(2*(t)))=120.3 lb P p Maximum Lateral Force: F :=1.6*SD$*Ip*Wt=1203 lb Minimum Lateral Force: Fp„p„:=0.3*SDs*I,*Wt=225.5 lb Lateral Force from Internal Pressure: Fin.„,,,,,:=P.„„.,*Width*(H/2)=200.0 Ib Design Lateral Force: Fdg „:=F200.0 lb Length of Openings: Low,:=9.33 ft In-Plane Lateral Force: F1,. ,. :=Fde.„,0/(2*(Length—LQPe„))=5.767 plf Capacity of HILTI Drive Pin in Shear: Vp,„:=90 lb Capacity of#14 TEK Screw in Shear: ls,,,K,:=185 lb Spacing Required: S :_ p`„ =1.5.61 ft recl F.pI„„e Height to Width Ratio: R:=0.5 Allowable In-Plane Shear Force on Panels: Va,:=400 plf Summary: Required spacing of screws and HILTI drive pins is 23 inch spacing.Allowable in- plane shear force on the panels are greater than the actual in-plane shear force. Therefore the lateral resisting system is acceptable. 2915 W.Agate St., Suite B• Boise, mann 83705 • (208)345-8941 • (208)345-8946 FAX Page 10 of 17 ' • III STRUCTURAL ENGINEERING - r• .-1 ., Project Name: COSTCO #061 CLR. ill STRUCTURAL 1/4„,.....„ , ........_ Location: FEDERAL WAY,WA T tit-, ,. •• I , ,.- ,,,,, ,. CALCULATIONS E N G 1 N c E R i N c., , p i Llibt c i -' \'''' lk TGE Job Number: TGE14-3680 7 MATERIAL AND HARDWARE PRINTOUTS ICC EVALUATION ...1.? SERVICE Most Widely Accepted and Trinted ICC-ES Evaluation Report ESR-2269 Reissued February 1, 2011 This report is subject to re-examination in two years. wWW.iCC-eS.Orta I (800)423-6587 3 (562)699-0543 A Subsidiary 01 the International Code Council DIVISION:03 00 00—CONCRETE sand-lightweight concrete, steel deck panels with sand- Section:03 15 00—Concrete Accessories lightweight concrete fitl,concrete masonry and steel base Section:03 16 00—Concrete Anchors materials. The Hitti X-U 15 fasteners are used to attach light gage steel and other building elements to steel.The DIVISION:04 00 00—MASONRY fasteners are alternatives to the cast-in-place anchors Section:0405 19.16—Masonry Anchors described in IBC Sections 1911 and 1912 for placement in concrete; the embedded anchors described in Section DIVISION:05 00 00—METALS 11.4 of TMS 402/ACI 530/ASCE 5(which is referenced in Section:05 05 23—Metal Fastenings IBC Section 2107)for placement in grouted masonry;and the bolts used to attach materials to steel,described in IBC DIVISION:06 00 00—WOOD,PLASTICS AND Section 22042. The fasteners may be used where an COMPOSITES engineered design is submitted in accordance with IRC Section:06 05 23—Wood,Plastic,and Composite Section R301.1.3. Fastenings 2.2 Horizontal Diaphragms: REPORT HOLDER: The Hilti X-U fasteners may be used as alternates to 10d common nails for fastening wood structural panel HILT!,INC. diaphragms to structural steel members. 5400 SOUTH 122ND EAST AVENUE 3.0 DESCRIPTION TULSA,OKLAHOMA 74146 3.1 Fasteners: (800)8794000 www.us.hIlti.corn 3.1.1 X-U: The X-U fasteners are powder driven IiNATechnicalServIces(ebhIlti.com fasteners made from hardened steel complying with the manufacturer's quality documentation, austempered to a EVALUATION SUBJECT: Rockwell C nominal hardness of 58 and zinc-plated in accordance with ASTM B 833 SC 1, Type III. The HILTI LOW-VELOCITY X-U AND X-U 15 UNIVERSAL fasteners have a shank diameter of 0.157 Inch(4.0 mm),a POWDER DRIVEN FASTENERS head diameter of 0.32 inch(8.2 mm)and a knurled tip,and come in lengths ranging from 0.63 inch to 2.83 inches 1.0 EVALUATION SCOPE (16 to 72 mm).See Figure 1 for the fastener configuration. Compliance with the following codes: 3.1.2 X-U 16: The X-U 15 fasteners are powder driven fasteners made from hardened steel complying with the •2009 International Building Code.(2009 IBC) manufacturer's quality documentation, austernpered to a •2009 International Residential Code(2009 IBC) Rockwell C nominal hardness of 59 and zinc plated in •2008 International Building Code(2006 IBC)* accordance with ASTM 8 833 SC 1, Type III. The fasteners have a shank diameter of 0.145 inch(3.7 mm),a a 2006 International Residential Code(2006 IRC) head diameter of 0.32 inch(8,2 mm)and a shank length of so 2003 International Building Code(2003 IBC)* 0.63 inch (16 mm). See Figure 2 for the fastener or 2003 International Residential Code(2003 IRC) configuration, a 2000 International Building Code(2000 IBC)* 3.2 Concrete: •2000 International Residential Code(2000 IRC)' Normal-weight and send-lightweight concrete must conform to IBC Section 1905 or IRC Section R402.2, as *Cortes indicated with an asterisk are addressed in Section applicable.The minimum concrete compressive strength at 8.0. the time of fastener installation is noted in the tables of this Property evaluated: report. Structural 3.3 Masonry: 2,0 USES Masonry must be comprised of normal-weight concrete masonry units(CMUs)complying with ASTM C 90.Mortar Z1 General: must comply with ASTM C 270 Type S in accordance with The Hilti X-U fasteners are used to attach wood,light gage IBC Section 2103.8 or IRC Section R607, as applicable. steel, and other building elements to normal-weight and The CMUs must have a minimum nominal width of ....._ ICC-ES Evalnenon nepuri3 are nut to he.ensu sod as rep amusing riesiknO-1 on any whet-crOrbuto not ypectinolly addr et sed,no,ar r r they 10 be construed ,,,en end,,,,onenr,,,fnie,,,byeet,,r fin,wart ova,,,,,,,,,Ipl,),far its use,There:,its.12,1(111(1'hi ICC Evaluation Sortie LLC,a:pet,or implied,as ANSI is an finding other,r4 act'in Om rep,7,/,oral ill 011y p.1111.1 CO,ered by the report. EN ..._.... copyriv,t.2011 P alp 1 of 8 2915 W.Agate St., Suite B • Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 11 of 17 . . III IP STRUCTURAL ENGINEERING a ____„,„ _ Project Name: COSTCO#061 CLR. ' — —r".---... 02, Location: FEDERAL WAY,WA CALCULATIONS ' '1 TGE Job Number: TGE14-3680 ENGINEERING , ELI ( ESR-2269 I Most Widely Accepted Trusted Page 4 of 8 FIGURE 1-HILTI X-U FASTENER ,,. . FIGURE 2—X-U 15 FASTENER TABLE 1—APPLICATION DESCRIPTIONS BASE MATERIAL POWDER-ACTUATED FASTENER INSTALLATION METHOD LOAD DATA Steel X-U and X-U 15 Fasteners Standard Table 2 Standard Table 3 Normal-Weight Concrete X-U Fastener DX KWIX Table 4 Structural Sand-lightweight Concrete X-U Fastener Standard 3-inch Deep Composite Floor Deck Panel X-U Fastener Standard Table 5 1%-inch Deep Composite Floor Deck Panel X-U Fastener Standard Hollow Concrete Masonry Units X-U Fastener Standard Table 6 Grout-Fikeci Concrete Masonry Units X-U Fastener Standard TABLE 2—ALLOWABLE SERVICE LOADS FOR FASTENERS DRIVEN INTO STEELt 7(lbf) FASTENER FASTENER SHANK STEEL THICKNESS(in) DESCRIPTION DIAMETER (in.) 1 Tension Shear Tension Shear Tension Shear i Tension Shear Tension Shear 3504 3754 Universal Knurled Shank x 0.157 535 720 775 720 935 720 900 720 - -U 275' 350' Universal Knurled Shank X-U 15 0.145 155 400 230 395 420 450 3655 5005 3655 400' For SI:1 inch=25.4 mm,1 lbf=4.4 N. 'The tabulated allowable load values are for the fasteners only.Wood or steel members connected to the steel substrate must be investigated in accordance with accepted design criteria. 2The fasteners must be driven to where the point of the fastener penetrates through the steel base material,unless otherwise noted. 'Based upon minimum point penetration of'fs-inch, ;l ased upon minimum point penetration of 512-inch. upon minimum point penetration of 15/v-inch. 'Earthquake load resistance is outside the scope of this report,except as noted in Sections 5.5 and 8,5.2 of this report, 'The stress increases and load reductions described in Section 1605.3 of the IBC are not stowed for wind loads acting alone or when combined with gravity loads.No increase is allowed for vertical loads acting alone 2915 W.Agate St., Suite B• Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 12 of 17 • • #---= Project Name: COSTCO #061 CLR. STRUCTURAL ENGINEERING .....,ac 11141--- Location: FEDERAL WAY,WA CALCULATIONS * '-7 ! \ " Li TGE Job Number: TGE14-3680 r ENGINEERING , PLIC ESR-2269 I Most Widely Accepted and Trusted Page 5 of 8 TABLE 3—ALLOWABLE SERVICE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE1:7,7�b' (Ibf) FASTENER 'FASTENER SHANK MINIMUM CONCRETE COMPRESSIVE STRENGTH DESCRIPTION DIAMETER EMBEDMENT 2000 psi 4000 psi 6000 psi (In.) (In.) Tension Shear Tension Shear Tension Sheer '1, 100 125 100 125 105 205 universal1 165 190 170 225 110 280 Knurled Shank l X-U C.157 114 240 310 280 310 180 425 i'l7. 275 420 325 420 For SL 1 inch=25.4 mm,1 Itif=4.4 N.1 psi=6895 Pa, 'The tabulated allowable load values are for the fasteners only.Wood or steel members connected to the substrate must be investigated in accordance with accepted design criteria. 'Earthquake load resistance is outside the scope of this report,except as noted in Sections 5.5 and 8.5.2 of this report. 'The stress increases and load reductions described In Section 1605.3 of the IBC are not allowed for wind loads acting alone or when combined with gravity loads.No increase is allowed for vertical loads acting atone 'Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 'Concrete thickness must be a minimum of 3 times the embedment depth of the fastener. TABLE 4—ALLOWABLE SERVICE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE USING DX•KW1K'•'•''`'"(slot) FASTENER FASTENER SHANK MINIMUM 1 CONCRETE COMPRESSIVE STRENGTH DESCRIPTION DIAMETER EMBEDMENT 4,000 psi 6,000 psi (in.) (in.) Tension Shear Tension Shear Universal X-U 47 P8 WI 0'157 1 12 395 405 360 570 Knurled Shank OX-Kwik For SI:1 inch=25.4 mm,1 IV=4.4 N,1 psi-6895 Pa. 'X-U Fastener le installed using the OX-Kwir drilled pilot hole Installation procedure described in Section 4,3,4. 'The tabulated allowable load values are for the fasteners only.Wood or steel members connected to the concrete substrate must be investigated in accordance with accepted design criteria. 'Earthquake load resistance is outside the scope of this report,except as noted in Sections 5.5 and 8.5.2 of this report. 'The stress increaees and load reductions described in Section 1605.3 of the IBC are not allowed for wind loads acting alone or when combined with gravity loads.No Increase is allowed for vertical'loads acting alone. 'Pilot holes must not be drilled until the concrete has reached the designated minimum compressive strength. °Coneretethickness must be s minimum of 3 times the embedment depth of the fastener. TABLE 6—ALLOWABLE SERVICE LOADS FOR FASTENERS DRIVEN INTO MINIMUM F,=3000 psi STRUCTURAL SAND-UGHTWEIGHT CONCRETE''w(ibf) FASTENER FASTENER SHANK MINIMUM FASTENER LOCATION DESCRIPTION DIAMETER EMBEDMENT Installed Through Metal Deck Panel into Concrete'° (in.) (in.) Installed into Concrete' 3inchdeep composite� floor 1'17inch deep composite floor deck panel deck panel''' Tension Tension Tension Shear Upper Lower Shear Upper Lower Shear Flute Flute Flute Flute 'hi 125 115 130 95 245 95 95 370 Universal 1 205 260 215 155 330 125 125 415 Knurled Shank X-U 0.157 111, 315 435 295 200 375 - - - l'h. 425 475 400 260 430 - - - For Si:1 inch=25.4 mm,1 ibf=4.4 N,1 psi=6895 Pa, 'The tabulated allowable load values are for the fasteners only.Wood or steel members connected to the substrate must be investigated in accordance with accepted design criteria. 'The steel deck profile for the 3-inch deep composite furor deck panel has a minimum thickness of 0.0359 inch(0.91 mm)and a minimum F,.of 33 lest.Lower and upper flute width must be a minimum of 4'12 Inches,Figure 3 shows the nominal flute dimensions,fastener locations,and load orientations for the deck panel profile.Structural sand-lightweight-concrete fill above top of steel deck panel must be minimum 3'i.inches thick. 'The steel deck profile for the 1'12-inch deep compos to floor deck panel has a minimum thickness of 0.0359 inch(0,91 mm)and a minimum F7 of 33 ksi,Lower flute and upper flute widths must be a minimum of l'Irinch and 3'$•inch,respectively,This deck panel may also be inverted as shown In Figure 5.Figures 4 and 5 show the nominal flute dimensions,fastener locations,and load orientations for the deck panel profile, Structural sand-lightweight concrete fill above top of steel deck panel must be minimum 2'l,inches thick. 'Earthquake load resistance is outside the scope of this report,except as noted in Sections 5.5 and 8.5.2 of this report. 'The stress increases and load reductions described in Section 1605.3.2 of the IBC are not allowed for wind loads acting alone or when combined with gravity loads.No increase is allowed for vertical loads acting alone. °Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 'Concrete thickness must be a minimum of 3 times the embedment depth of the fastener. °Minimum allowable spacing parallel to the deck flutes is 5.1 inches. 2915 W.Agate St., Suite B • Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 13 of 17 ! Project Name: COSTCO#061 CLR. • STRUCTURAL ENGINEERING " - Location: FEDERAL WAY,WA CALCULATIONS r "�¢M " TGE Job Number: TGE14-3680 ENGINEERING , PIIC CITY OF LOS ANGELES BOARD OF DEPARTMENT OF BUILDING AND SAFETY CALIFORNIA BUILDING AND SAFETY COMMISSIONERS µops,201 NORCSA STR ET HUII HELENA JUBANY — PRESIDENT ' WP .=,., ROBERT R.'BUD"OVROM MARSHAL.BROWN GENERAL MANAGER VICE-PRESIDENT ANTONIO R.VILLARAIGOSA VAN AMBATIELOS MAYOR RAYMOND S. S.E. EXVICTOR H.CUEVAS SEPANDSAMZADEH — Custom Cooler,Inc. RESEARCH REPORT:RR 25690 420 Rast Arrow Hwy (CSI#13030) San Dimas,CA 91773 Expires: December 1,2014 Attn:Steve Pearson Issued Date: October 1,2012 (909)592-1111 Code: 2011 LABC GENERAL APPROVAL—Renewal/Clerical Modification-Custom Cooler Incorporated Prefabricated Model 300 Refrigeration Panels for Walk-In Coolers and Freezers. DETAILS The panels consist of 3-1/2"to 5-1/2"thick high density foam or wooden frames with foamed-in- place rigid plastic core material manufactured by Dow Chemical Company and designated as: Voracor CE108,CE151,CE153,CE128,CE155,CE152,CE157"A"side, Delta Therm AF4509 or Voracor CR1004"B"side. The skins are fabricated from 26 gauge galvanized steel with a minimum yield strength 33 ksi. The panels are held together by the use of cam-locking devises along the edges of the panels. Access holes for these devices are covered with metal or plastic plugs.Flame Spread and Smoke Development ratings per ASTM E84 are 20 and 300 respectively,for the foam(tested alone)and 15 and 250 respectively,for the foam with the skin described below.Density of the foam core is 2.2+or-.2pcf. Custom Cooler Incorporated freestanding walk-in coolers and freezers constructed of panels described above are approved subject to the following conditions: 1. Use of the panels shall be limited to locations where combustible construction is permitted by the 2011 Los Angeles City Building Code. 2. The panels shall be fabricated in a shop of a licensed fabricator approved by the Los Angeles City Building&Safety Department.Fabrication in unlicensed shops will invalidate this approval. RR 25690 Page 1 of 5 LADBS 0.5(Rer0en2) AN EQUAL EMPLOYMENT OPPORTUNITY-AFFIRMATIVE ACTION EMPLOYER 2915 W.Agate St., Suite B• Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 14 of 17 S III Project Name: COSTCO#061 CLR. STRUCTURAL ENGINEERING ^^' Location: FEDERAL WAY,WA CALCULATIONS 4 _ ' . P . TGE Job Number: TGE14-3680 ENGINEFRNG , Pi LC Custom Cooler Incorporated Re:Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers 3. The panel foam shall be separated from the room in which it is located and from the interior of the cooler and freezer by 1-inch thick gypsum wallboard or other approved thermal barrier material meeting requirements specified in Section 2603.4 of the 2011 Los Angeles City Building Code. 4. Complete plans and calculations,signed and stamped by a civil or structural engineer or architect registered in the State of California,shall be submitted to the Structural Plan Check for their approval for each job. 5. An approved fire retardant roof covering(Class"A"or"B")shall be placed over the panels when used as exterior roof panels. 6. A separate approval from the Electrical Testing Laboratory shall be required for electrical installations within the panels. 7. Design of building utilizing the panels shall be in accordance with the requirements of the 2011 Los Angeles City Building Code and the design data specified A.Panel Height Limitation(feet)and Maximum Concentric Axial Loads(PLF) Thickness Interior Panels Exterior Panels Maximum Axial (20 Iblsgft) Load(PLF) 4"wood Frame 30 18 600 4"foam Frame 24 13 300 5"wood Frani: 31 20 600 5"foam Frame 28 14 300 6"wood Frame 32 21 600 6"foam Frame 30 15 300 RR 25690 Page 2 of 5 2915 W.Agate St., Suite B. Boise, Idaho 83705 • (208)345-8941 • (208)345-8945 FAX Page 15 of 17 0 1111) Project Name: COSTCO#061 CLR. STRUCTURAL ENGINEERING Location: FEDERAL WAY,WA CALCULATIONS 1 k�: _ " 1` t' TGE Job Number: TGE14-3680 E N G t N E E Ft I N4 G , P I. L. C Custom Cooler Incorporated Re:Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers B. Maximum Allowable Loads for Roof or Ceiling Panels (W/F=Wood Frame)(FIF=Foam Frame) Span t=4 in.W/F t=4 in.F/F t=Sin.W/F t=S in.F/F t=6 in.W/F t=6 in.F/F 10' 53 49 65 65 79 79 12' 50 36 55 48 66 62 14' 37 27 47 37 57 48 16' 28 20 40 29 50 38 18' 22 16 32 23 42 30 20' 18 13 25 18 34 24 22' 14 10 20 15 27 20 24' 11 8 17 12 23 16 26' 9 7 14 10 19 13 28' 8 6 11 8 16 11 30' 6 10 7 13 10 32' - - 9 6 11 8 C. Maximum Allowable Shear Load of Wall Panels(PLF): Shape Factor(Height:Width)Ratio Allowable Shear(ppf) 03:1 400 1:1 200 1.5:1 133 2:1 100 D. Maximum Allowable Roof/Ceiling Diaphragm Shear Shape Factor(Height:Width)Ratio Allowable Shear(ppf) 0.5:1 400 1:1 200 1.5:1 133 2:1 100 3:1 MAXIMUM 67 RR 25690 Page 3 of 5 2915 W.Agate St., Suite B • Boise, Idaho 83705 • (208)345-8941 • (208) 345-8946 FAX Page 16 of 17 S ,.<4,-7,-- 1,-.- Project Name: COSTCO#061 CLR. • STRUCTURAL ENGINEERING -0 �, ..,,,, Location: FEDERAL WAY,WA CALCULATIONS '�� r l E� '. TGE Job Number: TGE14-3680 F. N Gx I N E E R I N G', P t.. h f Custom Cooler Incorporated Re:Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers and Freezers The panels shall be continuous between exterior shear walls and shall not contain any openings or holes. E. Ceiling panel to wall panel connections are made with 3/8"dia.Lag screws or cam- locking devises,then a 26 gauge galvanized continuance angle cap is installed using#8 x 5/8"long tek screws(see attachment 1).The allowable shear and tension loads for the lag bolt connection are 573 and 472 pounds respectively.The allowable shear and tension loads for the camlock connection are 464 and 123 pounds respectively. F. Maximum Allowable Loading for the Cam-Locking Devices: Wood Frame Foam Frame Tension parallel to panel face 386 168 Shear along longitudinal edge of panel in 280 147 direction parallel to panel edge 8. Locations of connectors must be detailed on approved plans,the spacing of connections shall be calculated for each job but not less than two per width of panel(Width of panel= 46 1/2"). 9. Allowable loads for shear walls and diaphragms are not applicable to buildings incorporating structural steel framing. 10. No increase in allowable stresses is allowed for the values indicated above for short duration of loads due to wind or seismic forces. 11. All design values and methods not included in this report shall be in accordance with requirements of the 2011 Angeles City Building Code. DISCUSSION The clerical modification is to change the contact person and telephone number. The report is in compliance with the 2011 Los Angeles City Building Code. The approval is based on tests on the foam per requirements of Sec.2603 of the 2011 Los Angeles City Building Code,tests conducted in accordance with ASTM E-84 on the finished panels,and load tests conducted in accordance with ASTM E-72. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated,to architects,engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. RR 25690 Page 4 of 5 2915 W.Agate St., Suite B• Boise, Idaho 83705 • (208)345-8941 • (208)345-8946 FAX Page 17 of 17 CITY Of211116. PERMIVAPPLICATION Federal Way RECEIVED 4 ) o 0 ZO _ M JAN 27 2014 PERMIT NUMBER TARGET DATE CITY OF FEDERAL WAY SITE ADDRESS SUITE/UNIGDs Pf16FiAtt4rrr r & • PROD CT VALUATION ZONING ASSESSOR'S TAX/PARCEL# $ Xl DDD TYPE OF PERMIT ❑ BUILDING PLUMBING IIMECHANICAL DEMOLITION ❑ ENGINEERING FIRE PREVENTION NAME OF PROJECT PROJECT DESCRIPTION r " 0 r b Detailed description of work to . vv :�% ��i !ALI. r `:fA' 1,t:.►t'-`r f • be included on this permit only NAME PRIMARY PHONE PROPERTY OWNER eDj��jlx AD x Ie ' W E-aRAI �°I /bt, C�L I 12.114411°1° ST E ZIP ' _.. •I It'llACIrikt -FehPMAKING AD RES lN•_k ‘044 (41"t E� MAI / ����� � CONTRACTOR ) IP •14111,# CI �� %0 ST E ZI FAX T WA TATE CO RACTOR'S LICENSE# IRATION DATE FEDERAL WAY BUSINESS LICENSE# evditicii� ,p RIMARY �li a 6(� p(roat lye PE IiHOIE„-�e APPLICANT til /lqMMAAII C 7v ' ZIP ` _ (jet FAX NAME • �(�1(/�Y,/� + eabP OPROJECT CONTACT Yr�� � (The individual to receive and MAIMS aSS � E-MAIL respond to all correspondence concerning this application) CITYpkimZIP II FAX NAME OWNER-FINANCED PROJECT FINANCING 0 Required value of$5,000 or more MAILING ADD S,CITY,STATE,ZIP PHONE (RCW 19.27.095) I certify under penalty of perjury that I am the property owner or authorised agent of the property owner.I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct.I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with Iocal, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim(including costs, expenses,and attorneys'fees incurred in the investigation and defense of such claim),which may be made by any person,including the undersigned, and filed against the city, but only where such claim t of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to city as part of this application. SIGNATURE: DATE PRINT NAME: .1411?14kWt/19 /44e Bulletin#100—January 1,2013 Page 1 of 3 k:\Handouts\Permit Application • • VALUE OF MECHANICAL WORK MECHANICAL PERMIT $ Indicate how many of each type of fixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. AIR HANDLING UNITS FANS GAS PIPE OUTLETS OTHER(Describe) AIR CONDITIONER FIREPLACE INSERTS HOODS(Commercial) BOILERS FURNACES HOT WATER TANKS(Gas) COMPRESSORS GAS LOG SETS REFRIGERATION SYST DUCTING GAS PIPING WOODSTOVES VALUE OF PLUMBING WORK PLUMBING PERMIT $ Indicate how many of each type of fixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. BATHTUBS(or Tub/Shower Combo) LAVS(Hand Sinks) TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS 'OTHER(Describe) DRAINS SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS SINKS(Kitchen/utility) WATER HEATERS(Electric) HOSE,BIBBS SUMPS WASHING MACHINES , TOTAL FIXTJJRES GENERAL INFORMATION CRITICAL AREAS ON PROPERTY? WATER PURVEYOR SEWER PURVEYOR VALUE OF EXISTING IMPROVEMENTS EXISTING/PREVIOUS USE LOT SIZE(Ia Square Feet) EXITING FI SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION:SYSTEM? iYes ❑ No ❑Yes ❑ No RESIDENTIAL - NEW OR ADDITION AREA DESCRIPTION(in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE BASEMENT FIRST FLOOR(or Mobile Home) SECOND FLOOR COVERED ENTRY DECK q • GARAGE ❑ CARPORT ❑ OTHER(describe) z EXISTING PROPOSED TOTAL Area Totals ESTIMATED SELLING PRICE$ #OF BEDROOMS COMMERCIAL—NEW/ADDITION AREA DESCRIPTION Area Occupancy Group(s) Construction #of Additional Information in Square Feet Type Stories NEW BUILDING ADDITION COMMERCIAL—REMODEL/TENANT IMPROVEMENTS AREA DESCRIPTION Area Occupancy Group(s) Construction #of Additional Information in Square Feet Type Stories TOTAL BUILDING TENANT AREA ONLY itodeo tivp. ♦jar i;, / iv • P��,"T, .. ONLY. . . ,t • r,, ." f ,Fi l•/. '�f {`... • „f-/ „` ,_�..,:. f`,a,%�. fi</t�G '�,frF�i'�� Bulletin#100—January 1,2013 Page 2 of 3 k:\Handouts\Permit Application