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7g--• 54/ YJ4� � . . . . . . . . . . . . . . ENWSTRUCTURAL • : : :: E • NGINEERS . .• • •• •• • •• • • Engineers Northwest Inc.,P.S. • .. •. ••.. • ••• • •. •. •• .. •. • •• . • . •• . • . . . • • . . • •. COSTCO WHOLESALE' ' "' • EIVED Tigard OR •• • .•. �•� •• •• • . ... . . • . •J 282017 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR ROTISSERIE REMODEL PRate ff l 0!RIGO 4 'far ,7 .'tri/,4 EXPIRES 17 2012 International Building Code June 9, 2017 ENW Project No. 93085020 • • • • 9725 Third Avenue NE.Seattle,WA 98115 • 206.525.7560.fax 206.522.6698 www.engineersnw.com .. .. .. . . . • • . . . • . • • . . . • •. . • . ENGINEERS-NORTHWEST,INC.P.S. •.• •• •• •.SHEET • • OF • • . . . . -•-- �-.- 9725 THIRD AVE.N.E.(SUITE 207) . • • • • • • • • • SEATTLE,WA.98115 • • • • • • • .. *****Property of Engineers Northwest, Inc.,P.S.- Use by others unlawful***** ASCE 7-10 . .. . ... • . . Seismic Loads per ASCE 7-10-Chapter 12 Seismic Design Requirements for Building?trretures •• •• . ': ' Input Cells= . . . . . Project Number: 93085020 ' ' •'• • ••• • Project Name: C.Tigard,OR Location: OR ... .., • • •• •• Design By: MO ' ; ; . 2012 IBC Section 1613/ASCE 7-10 Section 12.8 Equivalent Lateral Force Procedure ' "' ' • All references below are to ASCE 7-10(U.N.O.) Input Basic Seismic Force Resisting System=A18. Light-frame(cold-formed steel)wall systems using flat strap bracing Basic Seismic Force Resisting System= BWS =Bearing Wall Systems Is diaphragm considered flexible?= YES Structural height,hn= 10.5 ft Ss= 0.978 spectral response acceleration at a period of 0.2s for Site Class B S,= 0.424 spectral response acceleration at a period of 1.0s for Site Class B TL= 16 Long-period transition period Site Class(soil)= D Risk Category= II Table 1.5-1 Top of wall elevation(parapet)= 10.5 ft Elev.of top of wall lateral support(max.)= 10.5 ft(roof high point-minimum parapet) Elev.of top of wall lateral support(min.)= 10.5 ft(roof low point-maximum parapet) Regular structure 5 5 stories?= YES Section 12.8.1.3 Output Site Coefficient, Fa= 1.109 Table 11-4.1 Site Coefficient, F„= 1.576 Table 11-4.2 SMS= 1.085 Eqn 11.4-1 SMI = 0.668 Eqn 11.4-2 SDs= 0.723 Eqn 11.4-3 SD1= 0.445 Eqn 11.4-4 Seismic Design Category(SDC)= D Section 11.6&Tables 11.6-1 &11.6-2 To= 0.123 Section 11.4.5,0.2Sd1/Sds Ts= 0.615 Section 11.4.5,Sd1/Sds C,= 0.02 Table 12.8-2 Period,T= 0.117 sec,Section 12.8.2.1 (Eqn 12.8-7) Ss= 0.702 Section 11.4.5(Eqns 11.4-5, 11.4-6, 11.4-7) Response Modification Coefficient,R= 4 Table 12.2-1 System Overstrength Factor,Oo= 2 Table 12.2-1 Deflection Amplification Factor,Cd= 3.5 Table 12.2-1 Importance Factor, le= 1 Table 1.5-2,by Risk Category Detailing Reference Section= 14.1 Cs csic= 0.181 Section 12.8.1.1,Eqn 12.8-2 Cs max= 0.951 Section 12.8.1.1,Eqns 12.8-3&12.8-4 Csmin= 0.032 Section 12.8.1.1,Eqns 12.8-5&12.8-6 Cs use= 0.181 Section 12.8.1.1, Eqns 12.8-2-12.8-6 Vu= 0.181 *W (LRFD) Section 12.8.1,Eqn 12.8-1 V= 0.127 *W (ASD) = 0.145 *D=+/-SDS D(Eqn 12.4-4)- May be zero for proportioning foundations. Copy of ASCE7-10 Seismic Loads.xlsx EQ • •• •• •• • • • • •• ••• ••• ••• ••• • • •• • • • • •• ••• •• • • • •• • • • ••• • • •• • • • • ENGINEERS-NORTHWEST,INC.P.S. : : • : : : SHEET RO-1 ? 9725 THIRD AVE.N.E.(SUITE 207) SEATTLE,WA.98115 • •• • ••• • ••• COSTCO-Rotisserie w/X-braced walls(inc. PSP) ' ' '•ci(u.sd 0.1$1' . •: .' CODE= 2012 IBC : :ds(ASD)1 F 0A2S : ' • Low Seismic Cs=0.127 ' ' ••• • ••• • V=0.127 W (ASD) Hoods- 8x1-5/8x16Ga. Joist LL (for main encApply . =10.0 Dv .. Ducts ©48 in.o/c(typ.) Joist DL w/GWB Ceiling ; ; • • • • • • • +x P 24'-0"clear-. T.O.Frmg.i 10'-6" 8 in.Joistsa 48r.o1:•: :•:.8 pr. : : r24'-o" wall x-braces GWB Ceilii g ••• • * 2.8 psf• •• (0,0)_� Misc. = 2.4 psf f ctr.Studs Total = 7.0 psf +y r © ack wall A A Wall DL w/sheathing one sidk O5/8"GWB one side of wal = 2.8 psf zO 9'-8" - 3-5/8 in.Studs @24 in.o/c = 0.7 psf Hood support rods MisC. = 1.5 psf 111Total = 5.0 psf I I I ' _ v Wall DL w/sheathing two side = 7.0 psf I ' 12'-10" >!< >< 12'-10" >! 1(3-5/8"stud wall Hood loads 10in.x30in.duct Header PLAN `-10 in. "-o'-9" 3-M duct wt.=37 plf Note:-O=wall numbering system Duct length=18 ft. P2=655#/front hood rod Wt.of each duct=666# 65.5 in. 10.5 in. , 3.in. Wt.of each hood=733# Exhaust Duct=666# Total =1399# inMI . P1=420#1 rear hood rodDirection+x P1 =420#rear Face of rear wall Direction+y P2 =655#front Rear of Captiveaire hood#7224 ND Lateral Directions or 7824ND @ PSP(away from header) Hood-end elevation Hood= 733# Joists(W.48 in.o/c L=9'-8" See calc.shts.#RO-3&4 joist w/o hoot w=(10+7)*4'-0"=68 pll R=68*(9'-8"/2)=329#each enc dbl.joist w/ hoot w=(10+7)*4'-0"=68 p11 2P1 @ 8'-4"from left enc 2P2 @ 2'-11"from left enc 2P3 @ 2'-3"from left end R L= 1364#@ header R R= 1444#@ back wall Studs gil 24 in.o/c L=9'-10" See calc.sht.#RO-E Loading#1 P=68*(9'-8"/2)=329# q=0 psf w/live load Loading#2 P=28*(9'-8"/2)=136# q=5 psf Loading#3 P=722#/stud @ back wall q=5 psf Header L=24'-5" w=[(7)*9'-8"/2]+20+2'-0"*7=68 plf See calc.sht.#RO-6 -4'-12" I�1-2'-1-0" 0'-10" 12'-10" 0'-11" Ldg.#1 y >I � �! 4 point loads P=1364#@ header 24'-5"ctrl to ctr.support 1 R L=4197# R max.=4397# NOTE:-For Header Design ADD 250#point load anywhere on header R R=3318# Input) 20.0 plf Estimated header weigh Limit Deflection to 0.81 in. Posts L=9'-10" P max.=4197# See calc.sht.#RO-7 Unistruts(ria Hoods 1_ 1'-0" �� 1'-0" 1 P=655#/front rod 2'-0" RI=328# M=3930#-in. IRr=328# Try Unistrut#P-1000 w/maximum bending reductions for holes @ 30%&for bracing @ 27%. Therefore:- M all.=0.7x0.91x 14390=9166#-in.>3930#-in. And P1001 unistrut is O.K. NOTE:-P1001 unlstrut Is a double welded up section 6/9/2017 Copy of Cs Rotisserie(Jan 2013).xls; 2 Hood • •• •• •• • • * • •• • • • • • . • • • • • • • • • • •.. .• • •• . •• • • • ..• • • •• • • • • ENGINEERS-NORTHWEST,INC.P.S. : i i : :SI:IEET Ail?-2 OF:•• 9725 THIRD AVE.N.E.(SUITE 207) SEATTLE,WA.98115 • •• • ••• • •.• • • • I •• • •• • • • •• • • • • • • COSTCO-Rotisserie w/X-braced walls (inc. PSP) ••• 4s(USD)o .11,• •:• CODE=2012 IBC Cs (ASD)= 0.127 Low Seismic Cs=0.127 V=0.127 W (ASD) ••• ••• • • •• •• • • IBC Section 2211 rio= 2.0 •• •• ••• ••• •. • • • • p= 1.00 • •.• • • Location Moment I.D. Tributary Weights V X dist. Y dist. Eq.Y dir. Eq.X dir. Front beam 20 plf x(24'-5")=489# 062# 12.00 9.67 746 601 Ducts (666/2)x 2=666# 085# 10.23 6.42 866 543 Hoods 733 x 2=1466# 186# 10.23 3.75 1905 699 PSP Ducts (270/2)x 4=540# 069# 10.23 7.50 702 515 PSP Plenum 410# 52# 10.23 7.50 533 391 Ceiling 7 psf x(9'-8"x24'-0")=1625# 206# 12.00 4.83 2477 998 Walls 5 psf x(9'-10"x43'-4")/2=1066# 135# 12.00 2.16 1625 292 Sum= 795# Sum= 8854 4039 X-brace Diag.Strap Gross Wall Self Perp.Wall Sum Walls Wall L V top* Length Tension Uplift DL x 0.6 DL x 0.6 DL x 0.6 1 9.67 ft. 0.43 k 9.25 ft. 0.63 k 0.460 k 0.09 k 0.24 k 0.34 k 2 9.67 ft. 0.36 k 4.83 ft. 0.82 k 0.739 k 0.05 k 0.24 k 0.29 k 3 24.00 ft. 0.8 k 24.00 ft. 0.86 k 0.326 k 0.24 k 0.03 k 0.28 k *=Includes p controling screw #8 screws gage values 16ga.Diagonal strap to 16ga.Plate= 16 ga. 0.268 k 16ga.Plate to 20ga.end studs= 20 ga. 0.164 k 16ga.Plate to 16ga.Top Track= 16 ga. 0.268 k 16ga.Plate to 16ga.Bot.Track= 16 ga. 0.268 k #Strap to #Gusset #Gusset #Gusset Net Diag.Strap Gusset Pl. Pl.to Stud PI.to Top PI.to Bot. Wall uplift Width Screws Screws Trk.Screws Trk.Screws 1 0.12k 1.5 5 6 4 4 2 0.45 k 1.5 7 10 3 3 3 0.05k 1.5 7 4 6 6 Max.uplift= 0.445 k Minimum required strap width=1.5 in. Area of 6 in.slab to resist the net uplift @ holdowns=(0.445/(0.6*0.075))^0.5=3.15 ft.square- slab Mu=1.4*0.075*(1.58)^2/2=0.132 k-ft/ft. b=12in.,t=6in. fb=0.132*6/(6)^2=0.022 ksi @ 2 ksi concrete(4 ksi specified) cpfr=0.9(7.5x(2000)^0.5)/1000=0.302 ksi 0.302>0.022 O.K. For Holdown try(Simpson S/LTT20 w/1.2 k capacity)>0.445 k O.K. Use S/LTT20 holdown Try 0.5"DIA Simpson Titen HD Screw Anchor embedded 3.25"into a 0.5"DIA hole per ICC Report#ESR-2713. @ Concrete fc=4 ksi&3.25 in.embedment, cpNn=0.772 k>0.614 k O.K. NOTE:- 1.)Only 60%of the wall DL was used to resist uplift and misc.DL was not used. 2.)1/2 wall weight&wall self shear goes up&1/2 goes directly down. 3.)Metal screws to be#8-18x1 in.HWH#2 or PPH#2. 6/9/2017 Copy of Cs Rotisserie(Jan 2013).xls; •• •• .. .. • • • . •• • • ••. ••• - • • . •• • • • • •• • .. •• • •• • • • • . •.. • • .. • • • - • • • 0 • • • I • • h • • • • • . • .• \ i 2007 NASPEC • •• • ••• • •.. • • • • •• • •• • • • •• • • . • • • Project: C.Tigard,OR • • '" ' ` 'ate ; 145/24155 Model: Joist • • ... . .•. • P3 P1 .•. ••• •P2 • •• •• l \l/W • • - . • •. ••• •. - • . • - • ••• • . 32 0 Unif Ld Ib/ft R1 9.67 ft Point Loads P1 P2 P3 Load(Ib) 200 420 655 X-Dist.(ft) 4.84 8.33 2.91 Section: (2)8005162-54 Back-to-Back C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 6131.8 Ft-Lb Moment of Inertia,I= 11.200 in^4 Va= 4182.6 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 2115.6 0.345 2115.6 Mid-Pt 5802.0 0.365 0.107 1/1086 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 120.0 2734.3 0.774 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (In) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 770.8 1.00 2855.3 5710.7 0.0 0.12 No R2 813.6 1.00 2855.3 5710.7 0.0 0.13 No P1 200.0 1.50 3846.0 6345.9 2092.0 0.23 No P2 420.0 1.50 3846.0 6345.9 1063.0 0.16 No P3 655.0 1.50 3846.0 6345.9 2101.5 0.30 No Combined Bpndina and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Pb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 770.8 0.0 1.00 0.18 0.00 0.03 NA R2 813.6 0.0 1.00 0.19 0.00 0.04 NA P1 239.2 2092.0 1.00 0.06 0.34 0.12 NA P2 770.9 1063.0 1.00 0.18 0.17 0.06 NA P3 678.3 2101.5 1.00 0.16 0.34 0.14 NA • •• •• •• • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • •• • • • - • • • • • • • • • • • • • • • • • -..,......- 2007 /2007 NASPEC • •• • ••. • .•• • • • • •• • •• • Project: C.Tigard,OR • • Qate; 1/• •1/t5/2q16 Model: Joist • • ••• • ••• •• ••• ••• • • •• •• nifLd 32 0 •• • __. _.. • • ••• ••• •• • • itt • • • • • • • • •,,• • ••• • • 9.67 ft Section: (2)8005162-54 Back-to-Back C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 6131.8 Ft-Lb Moment of Inertia,I= 11.200 in"4 Va= 4182.6 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax! Mims Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (In) Ratio Center Span 374.0 0.061 374.0 Mid-Pt 5842.1 0.064 0.019 L/6090 Distortional Buckling Check K-phi Lm Brae Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 120.0 2734.3 0.137 Combined Bending and Web Crippling Reaction or Load Bmg Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 154.7 1.00 2855.3 5710.7 0.0 0.02 No R2 154.7 1.00 2855.3 5710.7 0.0 0.02 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VIVa M1Ma Unstiffen Stiffen R1 154.7 0.0 1.00 0.04 0.00 0.00 NA R2 154.7 0.0 1.00 0.04 0.00 0.00 NA u 1 I ' =1- O I ( f 1l • IF 1 ItIllni.11111.1 7_ 1, 1 .,17111•11 ....1111111111 70•1 r711111 1 7." .711111111 .771 i7r7 *.-Aum 1 FANS r71111 ►7E 7M �� ••(••• 1 t kilIMIN •••• • • .-.381111 • • • • ••.••• ,1111•18 •••• •• - • • ��� •S . ` .jars •• • • • • i...X : "ri co • • • •••:•: 0 •••• • • • • • • • 11 .4 - •• •• 0 • • •••••• 1 • •• •• • • • � N •• •• • • •• •• • i i • • •T • S • I •••• • • •••• I •• •• •• • • • • • • • ••• ••• ••• • • •• • •• • • • • • • 6 ••• . . •• . •. . Company : Engineers Northwest . . . • • • Feb 7,2012•• Designer : JP 2:39 PM Job Ncanber Checked By: .\ i. .'$ s'I .1 "i • • •• • • • • • • • •• •• • •• • •• • •• • • • •• • • •••• •• ••• • Hot Rolled Steel Properties Label E ksi G be Nu Therm 1a&16 Oe . i •• : .,ki 1 A36 29000 11154 - .3 45 • • ..4- • • • • 36 2 A572Grade50 29000 11154 .3 235 : . . i • : • 50 3 A992 29000 11154 .3 $5 ••• • ".44 - ' 50 4 A500_42 29000 11154 .3 .65 .49 42 5 A500 46 29000 11154 .3 .65 .49 46 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rul... ASIn21 lyy,jtn4l la liin41 J fu►4] i1 header j HSS12X4X3 I Beam Tube ,jA500 46 Typical 5.38 _16.435 91.954 46.149 2 Column l HSS3.5X3.5X3 Column Tube A500 46 Typical 2.241 4.057 , 4.057 6.567 Joint Coordinates and Temperatures . Label X Ift] Y MI Z Eft] Temp[Fl Detach From Diap... 1 N1 0 12 0 0 2 N2 28.33 I 12 0 0 3 _ N3 0 0 0 0 4 N4 28.33 0 0 0 Joint Boundary Conditions Joint Label X Lk/iinl Y[kiln] Z(Win] X Rotfk-ftrradl Y Rotik-fJradi Z Rot,jk-!t/radl Footing 1 N3 Reaction Reaction Reaction Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction Reaction Reaction Reaction 3 Ni Reaction Reaction Reaction 4 I. N2 1 1 Reaction 1 'f 11 i Member Primary Data Label 1 Joint J Joint K Joint RotateedegZ Section/Shape Type Design List Material Desi Rules • 1 I M1 N1 N2 header Beam Tube A500 46 Typical 2 M2 N3 N1 i Column Column Tube A500 46 Typical 3 M3 N4 N2 , Column Column Tube A500 46 Typical Member Point Loads(BLC 1 :1 Member Label Direction Maanitudetk.k-RI LaationiftAl 1 I M1 Y -1.5 .79 2 M1 Y -1.5 13.7 3 M1 Y -1.5 14.6 4 M1 Y -1.5 27.5 Member Distributed Loads(BLC t:) Member Label Direction Stat MagnitudeJJc7$d._End Magnkud•ik/R Start L cationffL%1 Endl.ocation[fk%] 71-1----TVl I Y -.1 -.1 0 0 RISA-3D Version 9.0.0 EQICOSTCO-TYP-CALCS1Costco Rotissede\Rotisserie Header Cal 28-4.r3d1 Page 1 • •• •• •• • • • • •• • • ••• • • • • • ••• • • • •• ••• •• • •• • •• ••• •• • •• • • • Company : Engineers Northwest • . • • • • Feb 7.2012•• Designer : JP 2:39 PM Job Number Checked Ely:____ •-• •-! 4 "1 .1 "1 - • • •• • • • • • • • • • • • • • • • • • • • •• • ••• ••• ••• • Basic Load Cases BLC Deaf txipA Categoric .X Gravity Y Gravity Z Gravity I . ••Point• DistnbutzArreaa'sL._Surface.... f 1 • • 4: - 1- _1 . • • . • ••• . . Load Combinations Description Sol._PD...SR_..BLC Factor BIC Factor BLC Factor BLC factor BLC F--,• BLC Factor BIC Factor BLC Factor n SlYesL f Y 1 -1 1 E 1 1 1 1 1 1 I 1 1 1 1 I i Member A/SC ASD Steel Code Checks(By Combination) _t LC Member Shape UC Max Loc(fti Shear UC Loon Dir Fantail Fiksr] Fbyfks Fb Cb _ Cny Cmz Eqn 1 1 M1 HSS12X4X3 ,868 14.165 .075 0 y 3.947 27.8 27.6 30.36 1 ` .6 .85 H1-2 2 1 M2 HSS3.5X3_..; .164 0 .000 0 z 12.957 27.6 27.6 27.6 1.75 .6 .6 H1-1 3 1 M3 HSS3.5X3..., .164 0 .000 0 z 12.957 27.6 27.6 27.6 1.75 .6 .6 H1-1 Member Section Forces em IC Mber Label Sec Ada' S ea k z Sh=- L Tor.,.•- k- - M. - •k-..z-z Mo - ... RUMI 1 0 4.68 0 0 0 0 2 0 • 2.342 0 0 0 -20.737 3 3 0 .004 0 0 0 -33.657 ( 4 4 0 -2.334 0 . 0 - 0 -20.744 5 5 0 -4.672 0 0 0 0 6 1 M2 1 4.771 0 0 0 0 0 7 2 4.748 0 0 0 0 0 8 3 4.725 0 0 0 0 0 9 4 4.702 0 0 0 0 0 10 5 4.68 0 0 0 0 0 11 1 M3 1 4.764 0 0 0 0 0 12 2 4.741 0 0 - 0 0 0 13 3 4.718 0 0 0 0 0 14 4 4.695 0 0 0 0 0 15 5 4.672 0 0 0 0 0 Member Section Deflections LC Member Label Sec x rn in z in x Rotate ra n Ratio n Liz Ratio M1 1 • + , NC NC + r r 295.713 NC + r + 29'5.683 NC + r r r NC NC -.003 r r r NC NC -.005 + 0 , NC NC -.008 r 0 r NC NC -.01 ' ' r NC NC 11 1 M3 1 + r • r NCNC 12 2 -.003 0 r + 13 3 -.005 , , + NC NC 14 +0: r , , RISA-3D Version 9.0.0 [Q:tCOSTCO-TYP-CALCStCostco RotisserietRot sserie Header Col 28-4.r3d] Page 2 • •• •. •. • • • • •. • . • • • • • • •• • • �0;la ... . • .. • • • • • Company : Engineers Northwest • • • . .• . 7,2012•Feb •• Designer : JP 2:39 PM Job Number Checked By: (_ • . • . .. --! .i -'I • • ••• • • • • • •• • • • • • 'ember Section Deflections(Continued) '•' . ... '•' ..• • LC Member Label _ Sec x tint y fin] z fin] x Rotetefradl (n)UY Rego (n)Uz Ratio 15 ) 5 1 -.01 I 0 j 0 4.. •A• .•i _oft.. :•. NC • • • • • ..• ... •. • • Joint Reactions • •'• • LC Joint Label X Ikl . Y[lc] Z U MX fk-ft) MY fk-(t] MZ jk ftl 1 1 1. N3 0 1 4.771 I 0 0 0 0 2 1 N4 0 4.764 0 0 0 0 3 1 NI 0 0 0 0 0 0 4 1 N2 0 0 0 0 0 0 5 1 Totals: 0 9.535 0 6 1 COG(ft): X: 14.154 Y: 11.885 Z:0 r. , RISA-3D Version 9.0.0 {Q:ICOSTCO-TVP-CALCS\Costco Retisserie Rot[sserie Header Col 213-4.adi Page 3 Y _ 'ON liiH• [aG>tiaT'a011 3,331 i vab00 x.3a t1a T-rotniliz On63.33, it -- .__.—_ I ` 1 Nae.•.,.�.w.,.__ .. a�M.yn.ai u olarrw nllYa--777 _s I,331011 3ur:.' .>a � eeeiaiiaeeiiieiiaeoeoiaiaii eiioiiiaieiaiaieiiiaoiaiiioiiiiiieaeoiieeaeieeiaiaiai,% wow .- - I / � i 1I .' .0 o G G* p --'f,--- O p- --Q— -- ir r e. f y glib, V.,1.!;!;-i-'--='!-- i ZONOS&z MON — JtV1 NOLOSS \\\\.\; \\. 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