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Specifications \fit- , CA c?..(k , sY ( _ L I Y S E - ENGINEERING . C 0 ENGINEERING RECEIVED APR 8 2019 CITY OF TIGARD BUILDING DIVISION Structural Calculations Steel Storage Shelving By Rousseau Shelving Jaguar/Landrover Shelving Washington Square Mall SW Washington ington Square Road Tigard, regon • 76O24f3E� s pr- If&FT OREd'ON 5, s Prepared For: Fix.°si= .�U.2o18 Shop EquipmentCo, -Inc Digitally signed by'Robert VanCamp;FE 3' ! Location:Eclipse Engineering,Inc 21504 Bents Court NW Contact Info:rvancampteeimt.com Date:2010,05,15 11:41:11.07"00' Aurora, OR 97002 Please note: The calculations contained within justify the seismic resistance of the shelving for both vertical and lateral forces as required by: the 2014 OSSC,ASCE 7-10, and RMI -MH16.1 (2012). 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NNarv:(XS)Zi9Es12D Fax:;w._,if-A-Ph JaguarLartdrover 4/30/2018 ENGINEERING Tigard,OR TMB NOTE: REFERENCE ELEVATIONS CONTAINED WITHIN FOR MAX LOADING PER SHELF LEVEL PER UNIT *** MAX PLATFORM LIVE LOAD = 125psf (�-�_ a/ as VP C Qas Pt as:a k w a s a m m an w a s c 04a a -. dC cc- m z f_.,-, PA z u z ^0 0- — u as ca a Ga Ga i w A0 Ca c Ca -1 a G I wa a : w �- w 0 a. aI as a c - I a ci a a a CI a a a a 0 0 � �,. 4 x I : I = _ -: 4 w. x SLAB V SHELVING LAYOUT 5 EC LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TMB \ 1 NOTE: REFERENCE ELEVATIONS CONTAINED WITHIN I FOR MAX LOADING PER SHELF LEVEL PER UNIT 1**" MAX PLATFORM LIVE LOAD = 125psf i = I I 4F 0 z � 1 I I � [iz I 1 i 1 1 I j I I I 1 1 UPPER LEVEL SHELVING LAYOUT' A LO, DNG: _ !MIN (3)CROSS AISLE BEAMS, — 375ths TOTAL!3sheives = 125193s per Shelf ,TYP PSF = 125/(6*1.25) = 16.7psf CTT I) ‘ ... 7 ,---- 3 5.4fr (GI 55 --------------- 15116 . , -------- ---- 72" (GO') ---------- — , ____ __— 72" ---------------31t ____.,::_. i! ----- 1------ i ,,1! I ,1 i ,ti 0 I 0 ay ,r)fi e„?... I G I ,,,r----..$ ' 4, I'I— 'I ---' '; I I ,, ' ' 1---i:, ! ..,.1 1 , ! , . _________ . ____ ,,,._ ,.. ,. .--- . „: 1 AI a, I Di 1 ,,, : ,tti I ,. , ,,,.. .„. ..1 ' _., o .i ;:i, 57' , . . 1,1,...,4 e , ,e 1 •opii 1 4 1 1 :.!; ''.1 I G 0 , I 1 z f 1 ' ''' ° '0.6.........'"-- --. . I :. 1 l'•.•a' '."'"11.-i".."4""n'.". .."------- , --1— r _......1 1 ,,,.. ',,:11 ii "ipo,-- . -6 —i —• -------H... r -------- ,'.:; :(------ i r,' . Irr. i r, 1 ri .r.rIrr „ 1 r_r.: 11 1 1, 1 r i It2 7 fafic o .1 . ' ih 1 iR ,1 1,,r ,,,,, :! GI3Cic' '-' . .P ' 4'' ' • ‘..° i G I 1 0! -'In.I riC 1 ' !!I 1 • D' 1 1 lib'1 'i k ..M...".1..i.2' . I I-4 - ': l'..__ PROJECT: DESCRIPTIO';: • ,: ..,,.... SALES(CONTACT). FILE: _.......-.,.., TH,s, E.rovam,::: !!-tE P.siOPER7' !!!ETAL DIMENSIONS'. SCALE: JIR PORTLAND -. -..-...--.....-.. ,Nc. AND SHALL NOT Bi. TRACED. PHOTO;;Fikkil, fl-KrfOSTATLD, 14300_463_4271 198860-9 IN NTS —-:'.....-...,... c; ,ivLou:::-.c, ,I1 ANy VANNER, NUT...''SFD r-OR Aq'r PL'RPOTE... '.,tii.AISOEVER PAC:EP' i.e., WR,riEN'PERMISSCA OF RO!..-S!:-.E.A1.1 vIZTAL NC. ANNE-MARIE KEROUAC DRAWING BY,i REVISED BY: DATE: BY SHOP EQUIPMENT TIRE RACK REVISION NO: I.LATULIPPE 4/162018 : A 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB ROUSSEAU SHELVING STEEL STORAGE SHELVING CODES: Current Editions of the: IBC&CBC&ASCE 7&RMI Design Inputs: Configuration R&Q Shelving Geometry- Height to Top Loaded Shelf= Steel Yield Stress= 33 ksi Width of Shelving Unit= 6- Modulus of Elast.= 29000 ksi Depth of Shelving Unit= - Number of Shelves/Unit= Eff. Length Factor= 1.7 x&y Vertical Shelf Spacing= 30.0 in Avg Unbraced Length,x.p ;0 6 in Back to Back Units? .'-‘10 Unbraced Length,y= 30.0 in Height of Catwalk Level_ Type of Post? Box Aisle Width Between Units= Type of Beam? r r Type of Catwalk Beam? Shelving Loading- Maximum Weight per Shelf= 150 lbs Display On Plaque Near Shelving Units Product Load per Shelf= 20.0 psf Product Load Dead Load per Shelf= 1.5 psf Shelf+Beams(No Shelf for Tire Units) Weight of Each Post= 8.0 lbs Catwalk Loading- Design Catwalk Dead Load= .. psf Bar Grating+Misc Design Catwalk Live Load= psf zw y &Elevates: Dead Load on Post= 0 lbs Live Load on Post= 0 lbs Total Load On Each Unit= 516 lbs (1)Unit Full Tributary Load Total Load on Each L-Post= 129 lbs (4)Posts Total Seismic Information- Importance Factor- Not Open to the Public SDC: D -Sds Site Class- F Worst Case Assumed D -Sdl Mapped Accel. Parameters: -Per Geotechnical Report SS= 0.977 F,= 0,928 Sm = 0.907 S = 0.604 S1= Fv 2.400 Smi= 1.020 Sdi= 0.680 Structural System-ASCE 7-Section 15.53 Steel Storage Shelving: R= 4 a = 2.5 ip= 1.0 Average Roof Height= ft 0`-0 For Ground Floor Location Height of Base Attachment= ft 0-r, -nd Floor Shear Coeff Boundaries= Vm,„= 0.027 Amax= 0.151 Design Base Shear Coeff= Vt= 0.106 'Adjusted For ASD 1 5.1 . LI Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 21.9 lbs Catwalk DL= 0 lbs Total Live Load per Shelf= 150.0 lbs Catwalk LL= 0 lbs Lateral DL Force per Shelf= 2.3 lbs Lateral LL Force per Shelf= 15.9 lbs Catwalk DL Lateral= 00 lbs 67%of LL Force per-Shelf= 1a& Has Catwalk LL Lateral 0.0 lbs-25% Total DL Base Shear= 7.0 lbs Total IL Base Shear= 47.6 lbs LCI: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 12488 in-lbs Total Base Shear= 38.9 lbs Controlling Load Case By Inspection Height: Load: %Per Shelf: Lateral Force/Shelf: hi= -? 0 b_. 3.9% Fl = 1,5 lbs h2 , ;-i 1501bs 33.3% F2= 13.0 lbs h3= _" ' _ )s 62.7%` F3'= 24.4 lbs h4= j in 0 lbs 0:0% F4= 0.0 lbs h5= ` 0.0% F5= 0.0 lbs h6= 0 in 0 lbs 0.0% F6= 0.0 lbs h7= ; ` 0 ,L_ 0.0% F7= 0.0 lbs h8= ':_ , f ibs 00%. F8= 0.0 lbs h9= s 0.0% F9= 0.0 lbs h10 ;;50 0.0% F10= 0,0 lbs h11= _ � 0.0% F11= 0.0 lbs h12= jriF, 6 ibi,i 0.0% F12= 0.0 lbs h13= -, Os 0.0% F13= 0.0 lbs h14= , 0.0% F14= 0.0_ lbs h15= :: l s 0.0% F15= 0.0 lbs h16= ; , _ 0,0% F16= 0.0 lbs Hcatwalk= 0 'i' 0 lbs 0.0% Fcatwalk= 0.0 lbs Sum= 100% Total= 38.9 lbs LC 2:Tap Shelf Only is Loaded to 100%of its Live Weight Total Base Shear= 22.8 lbs Does Not Control 2 00 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Column Calculations - Combined Bending and Axial Post Type: Box Post x y Width= 1.625 in r= 0.658 0.383 in Depth= 2 In 5= 0.108 0.058 in3 Thickness= 0.0747 in I= 0.146 0.048 in4 Fy= 33 ksi Ap= 0.441 in2 E= 29000 :ksi Ate= 0.251 i.n2 Column Bending Calculations- Down Aisle Beam Spacing= 30.0 in Max Down Aisle Moment= 23.3 ft-lbs Cross Aisle Beam Spacing= 64.0 in Max Cross Aisle Moment= 51.9 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress Down Aisle= 4:8 ksi Bending Stress OK Bending Stress Cross Aisle= 5.8 ksi Bending Stress OK Beam Tab Connection-Down Aisle Shear on Tab= 140.0 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 5.3 ksi Shear Stress OK Beam Tab Connection-Cross Aisle Shearon Tab= 155.8 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 5.9 ksi Shear Stress OK Column Axial Calculations- DL+PL+LL= 129 lbs RMI Load Combination#2 DL.+PL+LL+EQ= 206 lbs. RML Load Combination#5 DL+PL+EQ= 225 lbs-- RML.Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 12.5 ksi Nominal Buckling Stress= 10.9 ksi Factor of Safety for Comp.= 1.8 Nominal Column Capacity-= 2745 lbs Allowable Column Capacity= 1525 lbs Static Axial Load on Column= 129 lbs Axial Load OK Combined Bending And Axial Forces- Axial Stress Unity= 0.148 Magnification Factor= 0.975 Bending Stress Unity= 0.255 Cm= 0.85 Combined Stress Unity= 0402' ; Column is Adequate 3 5 EC LI PSE Jaguar Landrover 4/26/2018 ENGI NE ERING Tigard,OR TMB Overturning Calculations Overturnin&Ca lculations-- Total Total Weight of Shelving= 367 lbs Load Case 1:Dead Load+67%Live Load Total Lateral Force of Shelving= 39 lbs Overturning Force of Shelving= 167 ft*lbs Controlling Overturning Force Total Weight of Shelving= 216 lbs- Load Case 2: Dead Load+ 100%'Top Shelf Total Lateral Force of Shelving= 23 lbs Overturning Force of Shelving= 121 ft*lbs Does Not Control Tension Force per Anchor= 39 lbs Per Side of Unit Shear Force per Anchor= 19 lbs USE:'Hilti'KWIK BOLT TZ(or equivalent)POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 775 lbs For 2500 psi Concrete Allowable Shear Force= 1026 lbs _ Vertical Seismic Force= 15.5 lbs Overstrength Factor= 2 Combined Loading= O 101. I Floor Anchors are Adequate 6 4 5 EC LI PS E Jaguar.Landrover 4/26/2018. ENGINEERING Tigard,OR TMB Shelf Beam Calculations Type of Beam: Med Duty Beam Steel Yield Stress= 33 ksi Shelf DL= 1.5 psf Modulus of Elast.= 29000 ksi Shelf LL= 20.0 psf Area of Beam= 0.341 in2 Section Modulus of Beam= 0.159 in3 Moment of inertia of Beam= 0.166 in4 Product Load per Shelf= 150 lbs Shelf Beam Distributed Load= 13.4 pif Maximum Design Moments= 60.5 ft-lbs. Maximum Design Shears= 40.3 lbs Beam Bending Stress= 4.6 ksi Beam Shear Stress= 1.4 ksi Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Bending Stress Unity= 0.230 Bending Stress OK Shear Stress Unity= 0.107 Shear Stress OK Max Allowable Deflection= 0.400 in L/180 Maximum Beam Deflection= 0.081 in Deflection OK Tab Cheek: Thickness of Tab= 0.375 in Post Moment Shear on Tab= 140.0 lbs Beam Shear on Tab.= 40.3 lbs Resultant Shear= 145.7 lbs Allowable Shear Stress= 13.5 ksi Shear Stress on Tab= 5.5 ksi Shear Stress OK 5 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Slab on Grade Bearing & Uplift Calculations Slab Design Properties- Minimum Concrete Strength = 2500 psi Assumed Thickness of Concrete Slab= 4 in Assumed Weight of Concrete Slab= 50 psf Allowable Bearing Pressure= 500 psf Assumed-Conservative Outside Post Inside Post Bearing Loads On Post= 33 lbs 66 lbs DL 225 lbs 450 lbs LL+PL 134 lbs 0 lbs EQ Uplift Loads on Post= 39 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab= 3.3 in Post Width Factored Bearing Load= 799 lbs Required Bearing Area= 112.80 in2 10.62 inches per side Critical Section= -0.31 in For Bending Soil Pressure on Crit.Section= 1019.9 plf Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot Shear Area= 29.0 in Conc.Shear Stress= 6.9 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 0.1 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 1.30 ft2 Length of Slab Req'd= 0.22 ft Assume Full Shelf Width x Req'd Depth Worst Case Length of Slab= 6.00 ft Maximum of Width or Length Req'd Distance to Anchor Bolt= 3.00 ft Shear Force on 1ft Strip= 210.0 lbs Allowable Shear<Force= 1760.00 lbs Shear OK Bending Moment on 1ft Strip= 315.0 ft-lbs Allowable Bending Moment= 366.7 ft-lbs Bending OK 6 46Olbs-TOTAL/ 11 shelves ., 41.8lbs per Shelf 'SF' =41.8/(4*2)= 5.3psf ID C ' -- 4,9 5/8'' —__. 211!x— h------ 518" --.-----__+-24114' a ---- 49 6/8" _______+—24 114° _ Y_ ,. r1 1 I' '! 9 7t�i°'ClK , ° I I9°C/C ° — I° —. 1 f°t ° 1 i°C/C , 11"0/C ° 8 9 ° "" ; °3/4Ct I ch I I n p 19.1 5 ^P 2CI". ,1 12 C/C 1 I2"C/C Q 3,,VCLR 'I I' pa '+ ___ , ___,.._tol , li iLt . °. o .C' �. 01 1 o� yam 1, 1 y --�., ,I '' " ��'•--•---. Vii° 0 _1°I '� ° I ., r. a ° ., , I 3 a, e AJC ° a1,..111141 —. f51 d, i /ow --_.-----'� 4I 0 II 1 ' ° °i IIS I _—111■4411., iiii ° 9 ~ "I ° jj ° it : ..- ' it ��` _1-- A- o � � a' -...-- I 1. :-.'7.::::::;: 1, PROJECT: DESCRP.T}Ot�: SALES(CONTACT): FILE' DIMENSIONS' SCALE: THIS DRANNO OR PRINT IS THE PROPERTY OF F'OIJSSEAU M€-DL JLR Aly INC AND HALL NOT BE TRFcED, Pr+OT0 AAPHED, PHOTOSTATED, 1-800-463-4271 198860-1 IN NTS PORTLAND OR REPRL DUCED IN ANY BANNER, NOT USED FOB ANY PURPOSE -BY SHOP EQUIPMENT SHELVING `NHNTSOEVER EXCEPT BY WRFTEN PERMISSION 01 ROUSSEAU METAL INC. ANNE-MARIE KEROUAC DRAWING BY/REVISED BY: BATE: REVISION NO.: I.LATULIPPE 4/16/2018 A �� _^�- N 0 Landrouar �� L� ��. ./ 6018 ENGINEERING Tigard,OR TM8 ROUSSEAU SHELVING STEEL STORAGE SHELVING CODES: Current Editions of the: IBC&CBC&ASCE 7& RMI Design Inputs: Configuration A&B Shelving Geometry- Height toTop loaded Shelf= 7.3ft Steel Yield Stress= 33 ksi Width ofShelving Unit= 40 ft Modulus of Elast. 29000 ksi Depth of Shelving`Unit= 2.0 ft Eff. Length Factov,x= 1.7 Number of Shelves/Unft= Ef[Length Factor,y= 1.7 Vertical Sh&f Spacing 9.4 in Avg Unhrace6LeM0th,x= 9.4 in Transverse Brace Spacing= 2,1 in UnbracedLen0th,y= :c2.4 in Long. Brace Spacing ta 24 in Back to Back Units? NO ` Type of End Post? Box Post Height of Platform Level 1 Type of lnterm. Post? Med Duty Beam Type of Catwalk Beam? Catwaik Aisle Width Between Units= 4.80a Cant Length to 1st Brace in Maximum Weight per Shelf= 50 lbs Per Single Unit Product Load per Shelf= 6.3 psf Dead Load per Shelf= psf Post Weight= 11.0 lbs Design Platform Dead Load= 10 psf Bar Grating+K8/sc Design Platform Live Load = 75 psf Li�hL��ora�e P|�tforn7 Dead Load on Post 120 lbs Live Load on Post= 908 lbs Total Load- Total Load on Each Aisle Post= 1341 lbs Total Load On Each Unit 3354 lbs (1) Unit Full Tributary Load Seismic(mforrnatinn' /n)portanceFactnr- 1.0 Not Open to the Public SDC: D -Sds Site Class D Worst Case Assumed D -S61 Mapped Accel. Parameters: PerGeotechnical Report Ss 0.977 Fa 0.928 S—.= O.9D7 S°= D.GD4 S�= 0.425 F,= 2.4UO Smz= l.O2O So�=O.60O Structural System'ASCE 7Section 15.5.3 Steel Storage Shelving: R= 4 a*= 2.5 |n= 1.0 Average Roof Height 20 ft 00h1 For Ground Floor Location Height of Base Attachrnent= Q ft F-- Shear Coeff Boundaries= |oShear[oeff8oundaries= = O.OZ7 V~av= 0.1S1 � , ^ I _ Design Base lAdjusted\\= Q�106 �AdustedForASD (D7EQ) 7 Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 16.4 lbs Platform DL= 240 lbs Total Avg Live Load per Shelf= 50.0 lbs Platform LL= 1800 lbs Lateral DL Force per Shelf= 1.7 lbs Lateral LL Force per Shelf= 5.3 lbs Platform DL Lateral= 25.4 lbs 67%of LL Force.per Shelf= 35 lbs Platform Ji.Lateral= 47.6 lbs-25% Total DL Base Shear= 42.7 lbs Total LL Base Shear= 52.9 lbs LC1: EachShelfis;Loaded to-67%of its Live Weight Cumulative Moment: 91017 in-lbs 1 Total Base Shear= 125.8 lbs "Controlling Load Case By Inspection Height: Load: %to Each Shelf: Lateral Force/Shelf: h1-= 0.2% Fl = 0.2 lbs h2= ___ in 50 .bs 0.7% F2= 0.9 lbs h3= ._ .1.2% F3 = 15 lbs h4= 31 in 50 lbs 1.7% F4= 2.2 lbs h5= n ___ 2.2% F5= 2.8 lbs h6= 50 50 Itis 2,8% F6= 3.5 lbs h7= so n t)lbs 3.3% F7= 4.1 lbs h8= cli3ci in 50 fp s 3.8% F8= 4.8 lbs h9 T 79 sii SO lbs 4.3% F9= 5.4 lbs h10= .E ini 50 iris 4.8% F10= 6.1 lbs h11= \i71 0 lbs 0.0% Fi.1= 0,0 lbs h12= 0_ =-s 0.0% F12= 0.0 lbs h13 .- 0 in 0 lbs 0.0% F13= 0.0, lbs h14= €-_ 0 ins 0.0% F14= 0,0 lbs h15= 0 in 0 lbs 0,0% F15= 0.0 lbs h16= ,ib_ 0.0% f16= 0.0 lbs h17= 0 in 0 lbs 0,0% F17= 0,0 lbs h18= 0 -; U i!Ds 0.0% F18= 0.0 lbs h19= 0 in 0 ._s 0.0% F19= 0.0 lbs.. h20= ; ft,s, 0.0% F20= 0.0 lbs h21= iii in 0 ibs 0.0% F21= 0.0 lbs h22= ,_,. 0.0% F22= 0.0 lbs h23 = 0 in 0 ins 0.0% F23 a 0.0 lbs h24= ;n D iicis 0.0% F24= 0.0 lbs h25= 0 in 0 bs 0.0% F25= 0.0 lbs Hcat1= .1. 75,1% Featl= 94,4 lbs He�„2= S in 0 lbs 0,0% FC3•,2 0.0 lbs Sum=100% Total = 125.8 lbs 8 5 EC LI PSE Jaguar Landrover 4/26/2018 c. NGINELR1NG Tigard,OR TMB Column Calculations: Bending and Axial - Intermediate Posts Post Type: Box Post x y Width= 1.625 in r= 0.658 0.383 in Depth= 2 in S= 0.108 0.058 in3 Thickness= 0.0747 in 1` 0.146 0.048. in4 Fi,= 33 ksi AP= 0.441 in2 E= 29000 ksi Apff= 0.251 in2 Column Bending Calculations- Transverse (Cross Aisle) Cantilever Dist.From Base= 6 in X-Brace to Base for Solid Panel) Max Column Moment= 62.9 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress on Column = 7.0 ksi Bending Stress OK Column Bending Calculations- Longitudinal (Down Aisle) Cantilever Dist. From Base= 6 in Max Column Moment= 62.9 ft-lbs X-Brace to Base(or Solid Panel) Spacing of Shelves= 9A in Max Column Moment= 0.9 ft-lbs Between X--Bracing Allowable Bending Stress= 19.8 ksi Bending Stress on Column = 12.9 ksi Bending Stress OK Column Axial Calculations With Platform Loading on Interior Posts DL+PL= 341 lbs RMI toad Combination#1 DL+PL+ LL= 491 lbs RMI toad Combination#2 DL+PL+ LL+ EQ= 755 lbs RMI Load Combination#5 DL+ PL+EQ= 732 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 60.6 ksi Nominal Buckling Stress= 26.3 ksi Factor of Safety for Comp. = 1.8 Nominal Column Capacity= 6592 lbs Allowable Column Capacity= 3662 lbs Static Axial Load on Column = 491 lbs Axial Load OK Critical Buckling Load = 52740 lbs Magnification Factor= '0.975 m= 0.85 Combined Bending And Axial Forces- Axial Stress Unity= 0.206 Axial Stress Unity= 0.206 Bending Stress Unity,x= 0.231 Bending Stress Unity,y= 0.426 Combined Stress Unity,x= 0.437 Combined Stress Unity,y= 0.633 Column is Adequate Column.is Adequate 9 5 EC Li PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Column Calculations: Bending and Axial - Front/Back Posts Post Type: Box Post X Y Width = 1.625 in r= 0.658 0.383 in Depth= 2 in S= 0.108 0.058462 in3 Thickness= 0.0747 in I= 0.146 0.0475 in4 Fv= 33 ksi A°= 0.441 in2 E= 29000 ksi Ae= 0.251 int Column Bending Calculations- Transverse (Cross Aisle) Cantilever Dist. From Base= 6 in Max Column Moment= 62.9 ft-lbs X-Brace to Base (or Solid Panel) Allowable Bending Stress= 19.8 ksi Bending Stress on Column= 7.0 ksi Bending Stress OK Column Axial Calculations- With Platform&Aisle Load on Exterior Posts DL+PL+LL= 1341 lbs RMI Load Combination#1 DL+PL+LL+EQ= 14-18 lbs Rivi1 Load Combination#5 DL+:PL+EQ= 831 lbs RMI Load Combination#6 Column Axial Calculations- Controlling Buckling Stress= 60.6 ksi Nominal Buckling Stress= 26.3 ksi Factor of Safety for Comp.= 1.8 Nominal Column Capacity= 6592 lbs Allowable Column Capacity= 3662 lbs Static Axial Load on Column= 1341 lbs Axial Load OK Critical Buckling Load= 52740 lbs Magnification Factor= 0.972 Cm= 0.85 Combined Bending And Axial forces- Axial Stress Unity= 0.387 Bending Stress Unity,x= 0.232 Combined Stress Unity,x= 0.619 I Column is Adequate 10 EC Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Column Calculations: X-Bracing (Or use 23ga Solid Metal Back Panels) X-Brace Strap&Connections-Longitudinal(Down Aisle) Fy= 36 ksi Total Seismic Base Shear= 125.8 lbs Fu = 58 ksi Tension Force into Brace= 140.6 lbs Gross Area of Strap= 0.090 in2 1"x 13ga Strapping Net Area of Strap= 0.062 in2 5/16" Diameter Bolt Hole Allowable Tensile Capacity= 1788 lbs Gross or Net Yield/Fracture Strap Stress Unity= 0.079 X-Brace Strap OK Area of Bolt= 0.049 in2 0.25 in Hex Bolt Bearing Area on Post= 0.019 in2 Allowable Bolt Shear Stress= 24.0 ksi Shear Stress on Bolt= 2.9 ksi Shear Stress OK Allowable Bearing Force= 858 lbs AISC E3.3.1 &2 Bearing Force on Post= 141 lbs Brg Capacity OK Bearing Force on Strap= 141 lbs Brg Capacity OK X-Brace Strap&Connections-Transverse(Cross Aisle) Fy= 36 ksi Total Seismic Base Shear= 62.9 lbs Fu = 58 ksi Tension Force into Brace= 88.9 lbs Grass Area of Strap= 0.090 1n2. 1"x:'13ga.Strapping Net Area of Strap= 0:062 in2 5/16"Diameter Bolt Hole Allowable Tensile Capacity= 1788 lbs Gross or Net Yield/Fracture Strap Stress Unity= 0.050 X-Brace Strap OK Area of Bolt= 0.049 in2 0.25 in Hex Bolt Bearing Area on Post= 0.019 in2 Allowable Bolt Shear Stress= 24.0 ksi Shear.Stress on Bolt= 1..8 ksi Shear Stress OK Allowable Bearing Force= 858 lbs AISC E3.3.1 &2 Bearing Force on Post/Strap= 89 lbs Brg Capacity OK 11 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Overturning Calculations Overturning Calculations- Total Weight of Shelving= 1189 lbs Load Case 1: Dead Load+67%Live Load Total Lateral Force of Shelving= 126 lbs Overturning Force of Shelving= 940 ft*lbs !Controlling Overturning Force Total Weight of Shelving= 904 lbs Load Case 2:Dead Load+100Top Shelf Total Lateral Force of Shelving= 121 lbs Overturning Force of Shelving= 831 ft*lbs 'Does Not Control Tension Force per Anchor= 232 lbs Per Side of Unit Shear Force per Anchor= 63 lbs USE: 'Hiiti'KWIK BOLT TZ(or equivalent)POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 775 lbs For 2500 psi Concrete Allowable Shear Force 7- 1026 lbs Vertical Seismic Force= 50.3 lbs Overstrength Factor= 2 Combined Loading= 0.598 I I Floor Anchors are Adequate f 12 5 EC Li PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Slab on Grade Bearing & Uplift Calculations Stab Design Properties Minimum Concrete Strength = 3000 psi Assumed Thickness of Concrete Slab= 6 in Assumed Weight of Concrete Slab= 75 psf Allowable Bearing Pressure= 1330 psf Assumed-w/1/3 Increase Outside Post Inside Post Bearing Loads On Post= 191 lbs 0 lbs DL 1150 lbs 2300 lbs LL+PL 470 lbs 0 lbs EQ Uplift Loads on Post= 232 lbs Resultant Uplift Slab Bearing Capacity- Depth,of Post on Slab= 3.250 in Post Width Factored Bearing Load = 3680 lbs Required Bearing Area= 196.08 in2 14.00 inches per side Critical Section= -0.62 in For Bending Soil Pressure on Crit. Section = 2702.6 plf Along Critical Length Section Modulus= 72.0 in3 Plain Concrete per Foot Shear Area= 37.0 in Conc.Shear Stress= 16.6 psi Allowable Shear Stress= 80.1 psi Shear Stress OK Conc. Bending Stress= 0.6 psi Allowable Bending Stress= 150.6 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 5.15 ft2 Length of Slab Req'd= 1.29 ft Assume Full Shelf Width x Req'd Depth Worst Case Length of Slab= 4.00 ft Maximum of Width or Length Req'd Distance to Anchor Bolt._ 2.00 ft Shear Force on 1ft Strip= 210.0 lbs Allowable Shear Force= 2892.0 lbs Shear OK Bending Moment on 1ft Strip= 210.0 ft-lbs Allowable Bending Moment= 903.7 ft-lbs Bending OK 13 LOADING: 350lbs TOTAL/7shelves= 50Ibs per Shelf PSF = 501(4*2) =6.25psf D E PSF = 35/(4'1.5) =5.83psf --._ 1''''------------ 4.3 50" / 1.... 49 5/8" -----4•••15 114°-1 1'1 ., --7--.-r -----c- , . ° 1 3" . r! 1: 1 ..------- ,_____________ .--------_:--• , ---1,- , PEI! I 1 3/4"CLR 1 . ci QC 1°I ri•r , . ..„---. -- _ i , - ._ . _ f ,. . 13" 1 cj 13" I ° . ' . 1 • .. 1 1 3/i1-"CLR . C/C , 11'1 CIC • , ,. , • E<, !:, - o ,i i . i7' . .gi ___i_ I a•,-, ;.-7,-•... ..-.----_-___--=.7:.=____ _..._.-,° ? ...7-_-..:-...----•-...------- ___ a ---- 1 I a' L. 14it. cic 0 F ' r , 10 o 2 .3/4CLR TYF' a Tr? i, ' . 0 /v't---1----— —---------7-----g l'i 0.. r . . , 11 .. •• , •,.,' 1;.:! • , Ili i q____-----.•-------------- - - , . a : a •• - I a i ''l'- - ' •-:"---:-------'-2-2----1:—__:=.- .:'-r.----=._1..__2.: d a i. 1•T D ;101 . ' 0 0 ___.-----, ...7----.: 7'-F— . ----r-- - - - ... ...--.:-• I a h, 101 i! „----.--,---,--------- " f . -- - .o • —_--- — a !!, • E I! I,r:------ — -- a g 1:1 1 1 i,i Oji g i .,_,_________, - 1!_. ..-----..--_.°I 4: 0 3"i II i,I a __:• - - ---- 2---2-2-- ---------A— ;I --I-- . • , _iU, - ___. 4----,..........*----:-------- -----'_------___ --------- . . L,_:---:—.2----===-1:--'-.2. 3" 1--- .,,,.. _ , _____ . ----.. , •. • —. ::•-.,' F,7;,-..:F,A r-RwEeT: DEscar-noN: SALES(CONTACT) : :::;-.•,:-.,'-'..::;-7,-:t-z, , THIS DRAWING OR PRINT IS THE PROPERTY DE ROUSSEAU METAFILEDIMENSIONS: SCAI.E: . !!..--- '''''''''F.::-:::" •JLR PORTLAND INC. ANTI SHALL NOT BE TRACED, PHOTOORAPHED. PHOTOSTATED, 1-800-463-4271 198860-2 IN , NTS f::..2.::,--5-.,--: ,•,:Pg OR REPRODUCED IN ANY !ANNE*, NO USED FOR ANY PURPOSE BY SHOP EQUIPMENT SHELVING q,iNgTSOSVER EKCEF'T BY ‘EIRTTEE1 PL°RVIISSION OF ROUSSEAU METAL t NC. ANNE-MARIE KEROUAC DRAWING BY i REVISED BY: DATE REVISION NO.: ;,,i'..,,...•:;+.:•.:' L LATULIPPE 4/16/2018 A _ . C LI PS Jaguar Landrover 4/26/2018 LNC INEERING Tigard, OR TPM ROUSSEAU SHELVING STEEL STORAGE SHELVING CODES: Current Editions of the: IBC&CBC&ASCE 7 &RMI Design Inputs: Configuration D&E Shelving Geometry- Height to Top Loaded Shelf= 7.2 ft Steel Yield Stress= 33 ksi Width of Shelving Unit= Modulus of Elast.= 29000 ksi Depth of Shelving Unit- 2.0 tt Eff, Length Factor;x= 1.7 Number of Shelves/Unit= 7 Eff.Length Factor,y= 1.7 Vertical Shelf Spacing= 13.8 in Avg Unbraced Length,x= 13.8 in Transverse Brace Spacing= 4 in Unbraced Lengthy in Long. Brace Spacing= 24 in Back to Back Units? NO Type of End Post? .,o Height of Platform Level 1= 3.3 it Type of Interm.Post? ;. [, ty t.amm Type of Catwalk Beam? C=tw&k Aisle Width Between Units= 4.00 Cant.Length to 1st Brace= in Shelving Loading Maximum Weight per Shelf= 50 lbs Per Single Unit Product Load per Shelf= 6.3 psf Dead Load per Shelf= 1.5 psf Post Weight= 10.8 lbs Platform Loading Design Platform.Dead Load= 10 psf Bar Grating+Misc Design Platform Live Load = 75 psf Sto-ag.5, r A Dead Load on Post= 120 lbs Live Load on Post= 900 lbs Total Load- Total Load on Each Aisle Post= 1248 lbs Total Load On Each Unit= 3074 lbs (1)Unit Full Tributary Load Seismic Information- Importance Factor- 1.0 Not Open to the Public SDC: D -Sds Site Class- D Worst Case Assumed D -Sdl Mapped Accel. Parameters: Per Geotechnical Report Ss= 0.977 Fa= 0.928 Sms= 0.907 Sds= 0.604 1215 -�Sl 4 m F� 2,400 Smi_ 1.020 Sd =-0.680 Structural System-ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 a = 2.5 Ip= 1.0 Average Roof Height= 20 ft 0'-0" For Ground Floor Location Height of Base Attachment= ci ft Shear Coeff Boundaries= Vm;n= 0.027 Vmax= 0.151 Design Base Shear Coeff= Vt= 0.106 Adjusted For ASD (0.7 EQ) 14 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 18.1 lbs Platform DL= 240 - lbs Total Avg Live Load per Shelf= 50.0 lbs Platform LL= 1800 lbs Lateral DL Force per Shelf= 1.9 lbs Lateral LL Force per Shelf= 5.3 lbs Platform DL Lateral= 25.4 lbs 67%.of LL Force.per Shelf- 3.5 lbs Platform IL Lateral= 47.6 lbs-25% Total DL Base Shear= 38.8 lbs Total LL Base Shear= 37.0 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 84399 in-lbs 1 Total Base Shear= 111.2 lbs f Does Not Control Height: Load: %to Each Shelf: Lateral Force/Shelf: hl= 0.2% F1= 0.2 lbs h2= _17 SO ibs 1.0% F2= 1.1 lbs h3 = _.. ... -0 1 : 1.9% F3= 2.1 lbs h4= 430 ;os 2.7% F4= 3.0 lbs h5= ;' !Ls 3.6% F5= 4.0 lbs h6= 72 ._. 50 bs 4.4% F6= 4.9 lbs h7= - • 59;hs 5.3% F7= 5.9 lbs h8= 0 . . i ius 0.0% F8= 0.0 lbs h9= , ;' 's 0.0% F9= 0.0 lbs h10= : _-, :;s 0.0% F10= 0.0 lbs h11'= oin 5 ibc 0.0% Eli 0 0.0 lbs h12= 0 v os 0.0% F12= 0,0 lbs h13= ,-, 0 lbs 0.0% F13 T 0.0. lbs h14= ,.u_, 0.0% F14= 0,0 lbs h15= 0 i , 0 lbs 0.0% F15= 0,0 lbs h16= 0.0% F16= 0.0 lbs h17= G in 0 lbs 0.0% F17= 0.0 lbs h18= ;u 0.0% F18= 0.0 lbs h19= 0 i_, 0 lbs 0.0% F19= 0.0 lbs. h20= ` _- sn 0,0% F20= 0.0 lbs h21= 0 in 0 lbs 0.0% F21= 0.0 lbs h22 = 0.0% F22= 0.0 lbs h23= 0 in 0 lbs 0.0% F23= 0.0 lbs h24= f 0.0% F24= 0.0 lbs h25= 0 in 0 lbs 0.0% F25= 0.0 lbs Hcat1= _. o 80.9% Fcat1= 90.0 lbs Hcat2= U in C)lbs 0.0% Fca.2= 0.0 lbs Sum=100% Total = 111.2 lbs 15 5 E( LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard, OR TMB Column Calculations: Bending and Axial - Intermediate Posts Post Type: Box Post x y Width= 1.625 in r= 0.658 0.383 in Depth= 2 in S= 0.108 0:058 in3 Thickness= 0:0747in 1= 0:146 0:048' i.n4' Fy= 33 ksi Ap= 0.441 in2 E= 29000 ksi APff= 0.251 in2 Column Bending Calculations- Transverse (Cross Aisle) Cantilever Dist. From Base= 6 in X-Brace to Base(or Solid Panel) Max Column Moment= 55.6 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress on Column= 6.2 ksi Bending Stress OK Column Bending Calculations- Longitudinal (Down Aisle) Cantilever Dist. From Base= 6 in Max Column Moment= 55.6 ft-lbs: X-Brace to Base(or SolidPanef)r. Spacing of Shelves= 13.8 in Max Column Moment= 0.3 ft-lbs Between X-Bracing Allowable Bending Stress= 19.8 ksi Bending Stress on Column= 11.4 ksi Bending Stress OK Column Axial Calculations- With Platform Loading on Interior Posts DL+PL= 248 lbs RMI Load Combination#1 DL+PL+.LL= 398 lbs RMI Load Combination#2 DL+ PL+ LL+ EQ= 644 lbs RMI Load Combination#5 DL+ PL+ EQ= 619 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 60.6 ksi Nominal:Buckling Stress= 263 ksi Factor of Safety for Comp. = 1.8 Nominal Column Capacity= 6592 lbs Allowable Column Capacity= 3662 lbs Static Axial Load on Column = 398 lbs Axial Load OK Critical Buckling Load= 24583 lbs Magnification Factor= 0..955 Cm= 0.85 Combined Bending And Axial Forces- Axial Stress Unity= 0.176 Axial Stress Unity= 0.176 Bending Stress Unity,x= 0.209 Bending Stress Unity,y= 0.385 Combined Stress Unity,x= 0.385 f Combined Stress Unity,y= 0.561 Column.is Adequate Column.is Adequate 16 5 EC I PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Column Calculations: Bending and Axial - Front/Back Posts Post Type: Box Post X y Width = 1.625 in r= 0.658 0.383 in Depth= 2 in S= 0.108 0.058462 in3 Thickness= 0.0747 in I= 0.146 0.0475 in4 Fy= 33 ksi Aa= 0.441 in2 E= 29000 ksi Ae= 0.251 in2 Column Bending Calculations- Transverse(Cross Aisle) Cantilever Dist. From Base= 6 in Max Column Moment= 55.6 ft-lbs X-Brace to Base(or Solid Panel) Allowable Bending Stress= 19.8 ksi Bending Stress on Column= 6.2 ksi Bending Stress OK Column Axial Calculations- With Platform&Aisle Load on Exterior Posts DL+PL+LL= 1248 lbs RMI Load Combination#1 DL+Pi_+Li+EQ= 1307 lbs RMI Load Combination#5 DL+PL+[CI= 718 Lbs RMI Load Combination#6 Column Axial Calculations- Controlling Buckling Stress= 60.6 ksi Nominal Buckling Stress= 26.3 ksi Factor of Safety for Comp.= 1.8 Nominal Column Capacity= 6592 lbs Allowable Column CoiurrirT Capacity.= 3662 lbs.. Static Axial Load on Column = 1248 lbs Axial Load OK Critical Buckling Load= 24583 lbs Magnification Factor= 0.947 Cm= 0.85 Combined Bending And Axial Forces- Axial Stress Unity= 0.357 Bending Stress Unity,x= 0.210 Combined Stress Unity,x= 0.567 Column is Adequate 17 Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Column Calculations: X-Bracing (Or use 23ga Solid Metal Back Panels) X-Brace Strap&Connections-Longitudinal (Down Aisle) Fy= 36 ksi Total Seismic Base Shear= 111.2 lbs Fu = 58 ksi Tension Force into Brace= 124.4 lbs Gross Area of Strap= 0.090 in2 1"x 13ga Strapping Net Area of Strap= 0.062 in2 5/16" Diameter Bolt Hole Allowable Tensile Capacity= 1788 lbs Gross or Net Yield/Fracture Strap Stress Unity= 0.070 X-Brace Strap OK Area of Bolt= 0.049 in2 0.25 in Hex Bolt Bearing Area on Post= 0.019 in2 Allowable Bolt Shear Stress= 24.0 ksi Shear Stress on Bolt= 2.5 ksi I Shear Stress OK I Allowable Bearing Force= 858 lbs AISC E3.3.1 &2 Bearing Force on Post= 124 lbs Brg Capacity OK Bearing Force on Strap= 124 lbs Brg Capacity OK X-Brace Strap&Connections-Transverse(Cross Aisle) Fy= 36 ksi Total Seismic Base Shear= 55.6 lbs Fu = 58 ksi Tension Force into Brace= 78.7 lbs Gross Area of Strap= 0.090 in2 1"x 13ga Strapping Net Area of Strap= 0:062 in2 5/16"Diameter Bolt Hole Allowable Tensile Capacity= 1788 lbs Gross or Net Yield/Fracture Strap Stress Unity= 0.044 I X-Brace Strap OK I Area of Bolt= 0.049 int 0.25 in Hex Bolt Bearing Area on Post= 0.019 in2 Allowable Bolt Shear Stress= 24.0 ksi Shear Stress on Bolt= 1.6 ksi Shear Stress OK Allowable Bearing Force= 858 lbs AISC E3.3.1&2 Bearing Force on Post/Strap= 79 lbs Brg Capacity OK 18 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Overturning Calculations Overturning Calculations- Total Weight of Shelving= 1052 lbs Load Case 1: Dead Load + 67%Live Load Total Lateral Force of Shelving= 111 lbs Overturning Force of Shelving= 852 ft*lbs 'Controlling Overturning Force Total Weight of Shelving= 867 lbs Load Case 2:Dead Load + 100%Top Shelf Total Lateral Force of Shelving= 117 lbs ! Overturning Force of Shelving= 824 ft*lbs IDoes Not Control Tension Force per Anchor= 243 lbs Per Side of Unit Shear Force per Anchor= 56 lbs USE: 'Hilti'KWIK BOLT 17(or equivalent)POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 775 lbs For 2500 psi Concrete Allowable Shear Force= 1026 lbs Vertical Seismic Force= 44.5 lbs Overstrength Factor= 2 Combined Loading= 0.627 I Floor Anchors are Adequate 19 LIPSEJaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Slab on Grade Bearing & Uplift Calculations Slab Design Properties- Minimum Concrete Strength = 3000 psi Assumed Thickness of Concrete Slab= 6 in Assumed Weight of Concrete Slab = 75 psf Allowable Bearing Pressure= 1330 psf Assumed-w/1/3 Increase Outside Post Inside Post Bearing Loads On Post= 173 lbs 0 lbs DL 1075 lbs 2150 lbs LL+PL 426 lbs 0 lbs EQ Uplift Loads on Post= 243 lbs Resultant Uplift Slab Bearing Capacity- Depth of Rost on Slab= 3.250 in Post Width Factored Bearing Load = 3440 lbs Required Bearing Area = 181.20 in2 13.46 inches per side Critical Section= -0.89 in For Bending Soil Pressure on Crit.Section= 2733:7 plf Along Critical Length Section Modulus= 72.0 in3 Plain Concrete per Foot Shear Area= 37.0 in Conc.Shear Stress= 15.5 psi Allowable Shear Stress= 80.1 psi Shear Stress OK 1 Conc. Bending Stress= 1.3 psi Allowable Bending Stress= 150.6 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 5.40 ft2 Length of Slab Req'd = 1.35 ft Assume Full Shelf Width x Req'd Depth Worst Case Length of Slab= 4.00 ft Maximum of Width or Length Req'd Distance to Anchor Bolt 2.00 ft Shear Force on 1ft Strip= 210.0 lbs Allowable Shear Force= 2892.0 lbs Shear OK Bending Moment on 1ft Strip= 210.0 ft-lbs Allowable Bending Moment= 903.7 ft-lbs Bending OK 20 -- LOADING: 275Ibs MAX PER LEVEL r____ f ............, ETV'IIN (4)CROSS AISLE BE-A-IVTS1 --------- ----,,,,r-241X 1 II [21,SLES1 , , ... :1 27 5/ li ,,, CF,, t t t 1 k , 1------- Il li, 0 I aY i.,, \- --4B - i--- ' k l' [SPACED _____-------- ---- 7-- 1„,------ 0; ! ,0 32" 213 51 [ ul QC ,',0 Ilt 1 t't t P t CR .,, °,,•1 ' at 2;,__._- ..,.-.:•2 PROJECT. DESCRIPTION. SALES(CONTACT). FILE: DIMENSIONS SCALE' 'MPS''',FI,I.iir,1,-, DR THE PROPF-Rri OF ROUSSEAU VCTAL JLR PORTLANDATOGlAPHED HTOTATFD NC pe, Stg,LL 1V1,'fliE TRACED. PlIOePO :; ,,,,,P VCPRCikt,:f.11 ,,,, ANY MANNER, NOT USED FOR ANY PLA,OSE 1-800-463-4271 198E803 , IN NTS BY SHOP EQUIPMENT MINI-RACKING 0-11,INSOFVEP i,..-7.:.:P7 rr, ),NRITTEN PERMIS:;'ON 01 ROUSSEAU 10TAL ,NC ANNE-MARIE KEROUAC DRAWING BY!REVISED BY- DATE' REVISION NO.. LATUUPPE 4/10018 A ---- , — 5 EC LI PS E Jaguar Landrover 4/30/2018 ENGInrERINc. Tigard,OR TMB ROUSSEAU SHELVING STEEL STORAGE SHELVING CODES: Current Editions of the: IBC&CBC&ASCE 7& RMI Design inputs: Configuration F Shelving Geometry- Height to Top Loaded Shelf= 8.3 ft Steel Yield Stress= 33 ksi Width of Shelving Unit= Modulus of Oast,= 29000 ksi Depth of Shelving Unit= 2.00 ft Number of Shelves/Unit= Eff. Length Factor= 13 x&y Vertical Shelf Spacing= 31.7 in Avg Unbraced Length,x= 24.0 in Back to Back Units? Unbraced Lengthy= 7 in Height of Catwalk Level= Type of Post? Box Post Aisle Width Between Units= Type of Beam? `.-d D).ty Type of Catwalk Beam? Shelving Loading- Maximum Weight.per Shelf= > lbs Display On Plaque Near Shelving Units Product Load per Shelf- 17.2 psf Product toad Dead Load per Shelf= 1.5 psf. Shelf+Beams Weight of Each Post= 12.4 lbs C,atwallj Ldadinl Design Catwalk Dead Load= 0 psf Bar Grating+Misc Design Catwalk Live Load= psf Dead Load on Post= 0 lbs Live Load on Post= 0 lbs Total Load On Each Unit= 1246 lbs (1) Unit Full Tributary Load Total Load on Each L-Post= 311 lbs (4)Posts Total Seismic Information- Importance Factor- ... 0 Not Open to the Public SDC: D -Sds Site Class- F Worst Case Assumed D -Sd1 Mapped Accel. Parameters: Per Geotechnical Report Ss= 0.977 Fa= 0,928 Sm3=0.907 ISd§= 0.604 S, F F�= 2.400 5„„j= 1.020 Sdz= 0,680 Structural System-ASCE 7 Section 15.5.3 Steel Storage Shelving; R= 4 ap= 2.5 l = 1.0 Average Roof Height= 20 ft 0'-0"For Ground Floor Location Height of Base Attachment= 0 ft GroL Shear Coeff Boundaries= Vm;,= 0.027 Vmax= 0.151 Design Base Shear Coeff= Vt= 0.106 Adjusted For ASD 21 i EC LI Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TMB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 36.4 lbs Catwalk DL= 0 lbs Total Live Load per Shelf= 275.0 lbs Catwalk LL= 0 lbs Lateral DL Force per Shelf= 3.8 lbs Lateral LL Force per Shelf= 29.1 lbs Catwalk DL Lateral= 0.0 lbs 67%of LL Force per Shelf= 19.5 lbs Catwalk LL Lateral= 0.0 lbs-25% Total DJ_Base Shear= 15.4 lbs Total LL Base Shear= 116.4 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 45452 in-lbs ITotal Base Shear= 93.4 lbs 'Controlling Load Case By Inspection Height: Load: %Per Shelf: Lateral Force/Shelf: h1= 1.9% F1= 1.8 lbs h2= in 275 i s 17.3% F2= 16.2 lbs h3= s� c=. 32.7% F3= 30.5 lbs h4= 99 in 275 Ib,, 48.1% F4= 44.9 lbs hS= 0 i,, 0 ihs0.0% F5= 0.0 lbs h6= 0 U.DJ 0.0% F6= 0.0 lbs h7= .;ili _ the 0.0% F7= 0.0 lbs h8= ,.:.-;:,--, i_.:,I.J.7, 0.0% F8= 0.0 lbs h9= 0,n 0 l.25 0.0% F9= 0,0 lbs h10= r 0.0% F10= 0.0 lbs h11= 0 in 0 lbs 0,0% F11= 0.0 lbs h12= _ 0.0% F12= 0.0 lbs h13= 0 in 0€Ins 0.0% F13= 0.0 lbs h14= -- 0.0% F14= 0.0 lbs h15= 0 in 0 lbs 0.0% F15= 0.0 lbs h16= 0.0% F16= 0.0 lbs Ficat,.4RA= C 01 u 0.0% F,.,...,...= 0.0 lbs Sum= 100% Total= 93.4 lbs LC 2:Top Shelf Only is Loaded to 100%of its Live Weight Total Base Shear= 44:5 lbsDoes Not Control 22 i C LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TMB Column Calculations - Combined Bending and Axial Post Type: Box Post x y Width = 1:625 in r= 0.658 0.383 in Depth= 2 in S= 0.108 0.058 in3 Thickness= 0.0747 in I= 0.146 0.048 in4 FY= 33 ksi A = 0.441 in2 E= 29000 ksi Aeff= 0.251 in2 Column Bending Calculations- Down Aisle Beam Spacing= 24.0 in Max Down Aisle Moment= 60.4 ft-lbs Cross Aisle Beam Spacing= 24.0 in (4)Cross Beams Max Cross Aisle Moment= 69.1 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress Down Aisle= 12.4 ksi Bending Stress OK Bending Stress Cross Aisle= 7.7 ksi Bending Stress OK Beam Tab Connection-Down Aisle Shear on Tab= 289.9 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 11.0 ksi Shear Stress OK Beam Tab Connection-Cross Aisle Shear on Tab= 207.3 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 7.8 ksi Shear Stress OK Column Axial Calculations- DL+PL+LL= 311 lbs RMI Load Combination#2 DL+PL+LL+EQ= 474 lbs RMI Load Combination#5 DL+PL+EQ= 514 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 12.2 ksi Nominal Buckling Stress= 10.7 ksi Factor of Safety for Comp.= 1.8 Nominal Column Capacity= 2688 lbs Allowable Column Capacity= 1493 lbs Static Axial Load on Column= 311 lbs Axial Load OK I Combined Bending And Axial Forces- Axial Stress Unity= 0.344 Magnification Factor= 0.963 Bending Stress Unity= 0.553 Cm= 0.85 Combined Stress Unity= 0.897 I Column is Adequate 1 23 5 EC LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TMB Overturning Calculations Overturning Calculations- Total Weight of Shelving= 883 lbs Load Case 1: Dead Load+67% Live Load Total Lateral Force of Shelving= 93 lbs LOverturning Force of Shelving= 590 ft*lbs !Controlling Overturning Force Total Weight of Shelving= 421 lbs Load Case 2: Dead Load+100%Top Shelf Total Lateral Force of Shelving= 44 lbs IOverturning Force of Shelving= 344 ft*lbs Does Not Control Tension Force per Anchor= 68; lbs Per Side of Unit Shear Force per Anchor= 47 lbs USE:'Hilt&KWIK BOLT TZ(or equivalent)POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 775 lbs For 2500 psi Concrete Allowable Shear Force= 1026 lbs _ Vertical Seismic Force= 373 lbs Overstrength Factor= 2 Combined Loading= 0.174 I { Floor Anchors are Adequate I 24 5 EC Jaguar Landrover 4/30/2018 ENGINEERING Tigard, OR TMB Shelf Beam Calculations Type of Beam: Med Duty Beam. Steel Yield Stress= 33 ksi Shelf DL= 1.5 psf Modulus of Elast.= 29000 ksi Shelf LL= 17.2 psf Area of Beam= 0.341 in2 Section Modulus of Beam= 0.159 in3 Moment of Inertia of Beam= 0.166 in4 Product Load per Shelf= 275 lbs Shelf Beam Distributed Load= 18.7 plf Maximum Design Moments= 149.5 ft-lbs Maximum Design Shears= 748 lbs Beam Beading Stress= 11.3 ksi Beam Shear Stress= 2.6 ksi Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Bending Stress Unity= 0.570 Bending Stress OK Shear Stress Unity= 0.199 Shear Stress OK Max Allowable Deflection= 0.533 in L/180 Maximum Beam Deflection= 0.358 in Deflection OK Tab Check: Thickness of Tab= 0.375 in Post Moment Shear on Tab= 289.9 lbs Beam Shear on Tab= 74.8 lbs Resultant Shear= 299.4 lbs Allowable Shear Stress= 16.5 ksi Shear Stress on Tab= 11.3 ksi Shear Stress OK 25 EC LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TMB Slab on Grade Bearing & Uplift Calculations Slab Design Properties- Minimum Concrete Strength= 2500 psi Assumed Thickness of Concrete Slab= 4 in Assumed Weight of Concrete Slab= 50 psf Allowable Bearing Pressure= 500 psf Assumed-Conservative Outside Post Inside Post Bearing Loads On Post= 73 lbs 146 lbs DL 550 lbs 1100 lbs LL+ PL 295 lbs 0 lbs EQ Uplift Loads on Post= 68 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab= 3.3 in Post Width Factored Bearing Load= 1935 lbs Required Bearing Area= 264.32 int 16.26 Inches per side Critical Section= 2.50 in For Bending Soil Pressure on Crit.Section= 1054.0 plf Along Critical Length Section Modulus 32.0 in3 Plain Concrete per Foot Shear Area= 29.0 in Conc.Shear Stress= 16.7 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 8.6 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 2.25 ft2 Length of Slab Req'd= 0.56 ft Assume Full Shelf Width x Req'd Depth Worst Case Length of Slab= 4.00 ft Maximum of Width or Length Req'd Distance to Anchor Bolt= 2.00 ft Shear Force on ift Strip= 140.0 lbs Allowable Shear Force= 1760.0 lbs Shear OK Bending Moment on 1ft Strip= 140.0 ft-lbs Allowable Bending Moment= 366.7 ft-lbs Bending OK 26 LOADING: "G" MIN (3) CROSS AISLE BEAMS] 8001hs TOTAL/4shelves = 200lbs per Shelf -TYP, UNO PSF= 2001(8*4) =6.25psf ,- G [______ ---- -97 5/8" — –455!f2"---- i i - L �� n. --------- I l'i 3C7 aE I. 1 32" 99" /---------------1 I � - y _-- - -' - -.- -----_ J - • I - __�–__ lal.� R { I. ,,, PROJECT: DESCRIPTION: SALES(CONTACT): FILE: DIMENSIONS: SCALE: R p p THIS ORAWIIIG OR PRINT IS THE PROPERTY OF IT-Ai.SSEA:.; Mtr,,L. JLR PORTLAND INC. AND SHALL NOT BF TRACED, PHOTOGRaPHED or .s Ec, 1-800-463-4271 198860-3 IN NTS OR REPPIDUCED IN ANY MANNER, NOT USED FOR NV P'_RP);I BY SHOP EQUIPMENT MINI RACKING WHATSOEVER EXCEPT BY WRITTFN PEPIAISSION OF R ASca'. ." 15e:. ANNE-MARIE KEROUAC DRAWING BY/REVISED 8Y: DATE: REVISION NO.: I.LATULIPPE 4/16/2018 A EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB ROUSSEAU SHELVING STEEL STORAGE SHELVING CODES: Current Editions of the: IBC&CBC&ASCE 7&RMI Design inputs: Configuration G Shelving Geometry- Height to Top Loaded Shelf= Steel Yield Stress= 33 ksi Width of Shelving Unit= 8 ft Modulus of Elast.= 29000 ksi Depth of Shelving Unit Number of Shelves/Unit= d Eff.Length Factor= 1.7 x&y Vertical Shelf Spacing= 31.7 in Avg Unbraced Length,x= 1 7 in Back to Back Units? NO Unbraced Length,y= =`z.F in Height of Catwalk Level= Type of Post?.Box Post Aisle Width Between Units.= Type of Beam? _ Type of Catwalk Beam? Shelving L111511n1:.. Maximum ading- Maximum Weight per Shelf 200 lbs Display On Plaque Near Shelving Units Product Load per Shelf= 6.3 psf Product Load Dead Load per Shelf= 1.5 psf Shelf+Beams Weight of Each Post= 12.4 lbs Catwalk banding z Design Catwalk Dead Load= psf Bar Grating+Misc Design Catwalk Live Load= 0 psf Walkways& Elevated P atfor res, Dead Load on Post= 0 lbs Live Load on Post= 0 lbs Total Load On Each Unit= 1042 lbs (1) Unit Full Tributary Load Total Load on Each L-Post= 260 lbs (4) Posts Total Seismic Information- _ Importance Factor- '.0 Not Open to the Public SDC: D -Sds Site Class- F Worst Case Assumed D -Sdl Mapped Accel. Parameters: Per Geotechnical Report 55= 0.077F.= 0.928 Sm,= 0.907 S.ds= 0.604 Sl J F„= 2.400 Smi= 1..020 5d1= 0.680 Structural System-ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 a = 2.5 l = 1.0 Average Roof Height= t<_ ft 0'-0"For Ground Floor Location Height of Base Attachment= 0 ft Ground Floor Shear Coeff Boundaries= VR;;n= 0.027 Vmax= 0.151 Design Base Shear Coeff= Vt= 0.106 !Adjusted For ASD 27 5 EC Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 60.4 lbs Catwalk DL= 0 lbs Total Live Load per Shelf= 200.0 lbs Catwalk LL= 0 lbs Lateral DL Force per Shelf= 6.4 lbs Lateral LL Force per Shelf= 21.2 lbs Catwalk DL Lateral= 0.0 lbs 67%&II Force per Shelf-= 14.2 lbs Catwalk LL Lateral= 0.0 lbs-25% Total DL Base Shear= 25.6 lbs Total LL Base Shear= 84.6 lbs LCI: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 40044 in-lbs ITotal Base Shear= 82.2 lbs 'Controlling Load Case By Inspection Height: Load: %Per Shelf: Lateral Force/Shelf: hl= .d 1.9% F1= 1.6 lbs h2= 36 ... 200 lbs 17.3% F2= 14.2 lbs h3= r 1' 32.7% F3= 26.9 lbs h4= 99 in 200 lbs 48.1% F4= 39.5 lbs h5= 0.0% F5= 0.0 lbs h6= 0 in 0 lbs 0.0% F6= 0.0 lbs h7= 0.0% F7= 0.0 lbs h8= 0 in 0 lies 0.0% FS= 0.0 lbs h9= " *-:- f-.) 'r:,,, 0.0% F9= 0.0 lbs MO= 0 in U lbs 0.0% F10= 0,0 lbs h11= 0 I O lbs 0.0% F11= 0.0 lbs h12 s 6 in 0 lbs 0.0% F12= 0.0 lbs- h13= 0 in 0'bs 0.0% F13= 0.0 lbs h14= i;ss 0.0% F14= 0.0 lbs h15= 0i in 0lbs 0.0% F15=.. 0.0 lbs h16= H- . _. 0.0% F16= 0.0 lbs Hcatwalk'= 0 fl 0 lbs 0.0% Fcatwalk'`' 0.0 lbs Sum = 100% Total= 82.2 lbs LC 2:Top Shelf Only is Loaded toI00%of its Live Weight Total Base Shear= 46.7 lbs Does Not Control 28 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Column Calculations - Combined Bending and Axial Post Type: Box Post x y Width= 1.625 in r= 0.658 0.383 in Depth= 2 in S= 0.108 0.058 in3 Thickness= 0.0747 in I= 0.146 0.048 in4 Fy= 33 ksi A = 0.441 int E= 29000 ksi Aeff= 0.251 in2 Column Bending Calculations- Down Aisle Beam Spacing= 31.7 in Max Down Aisle Moment= 53;2 ft-lbs Cross Aisle Beam Spacing= 36.0 in Max Cross Aisle Moment= 70.8 ft-lbs Allowable Bending Stress= 198 ksi Bending Stress Down Aisle= 10.9 ksi Bending Stress OK Bending Stress Cross Aisle= 7.9 ksi Bending Stress OK Beam Tab Connection-Down Aisle Shear on Tab= 255.4 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 9.7 ksi Shear Stress OK Beam Tab Connection-Cross Aisle Shearon Tab= 212.3 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 8.0 ksi Shear Stress OK Column Axial Calculations- DL+PL+LL= 260 lbs RMI Load Combination#2 DL+ PL+LL+Eq= 318 lbs RMI Load Combination#5 DL+PL+EQ= 326 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 11.3 ksi Nominal Buckling Stress= 9.9 ksl Factor of Safety for Comp.= 1.8 Nominal Column Capacity= 2487 lbs Allowable Column Capacity= 1382 lbs Static Axial Load on Column= 260 lbs Axial Load OK Combined Bending And Axial Forces- Axial Stress Unity= 0.236 Magnification Factor= 0.959 Bending Stress Unity= 0.489 Cm= 0.85 I Combined Stress Unity= 0.72-5 1 Column is Adequate I 29 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TEM Overturning Calculations Overturning Calculations- Total Weight of Shelving= 778 lbs Load Case 1: Dead Load+67%Live Load Total Lateral Force of Shelving= 82 lbs Overturning Force of Shelving= 520 ft*lbs Controlling Overturning Force Total Weight of Shelving= 442 lbs Load Case 2: Dead Load+100%Top Shelf Total Lateral Force of Shelving= 47 lbs Overturning Force of Shelving= 347 ft*lbs Does Not Control Tension Force per Anchor= 0 lbs Per Side of Unit Shear Force per Anchor= 41 lbs USE:'Nilti' KWIK BOLT TZ(or equivalent)POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 775 lbs For 2500 psi Concrete Allowable Shear Force= 1026 lbs Vertical Seismic Force= 32.9 lbs Overstrength Factor= 2 Combined Loading= 0.000 Floor Anchors are Adequate 30 5 EC LI PS E Jaguar Land rover 4/26/2018 ENGINEERING Tigard,OR TMB Shelf Beam Calculations Type of Beam: Med Duty Beam Steel Yield Stress= 33 ksi Shelf OL= 1.5 usf Modulus of Elast.= 29000 ksi Shelf LL= 6.3 psf Area of Beam= 0.341 in2 Section Modulus of Beam= 0.159 in3 Moment of Inertia of Beam= 0.166 in4 Product Load per Shelf= 200 lbs Shelf Beam Distributed Load= 15.5 plf Maximum Design Moments= 124.0 ft-lbs Maximum Design Shears= 62.0 lbs Beam Bending Stress= 9.4 ksi Beam Shear Stress= 2.2 ksi Allowable Bending stress= 19.8 ksl Allowable Shear Stress= 13.2 ksi Bending Stress Unity= 0.473 Bending Stress OK Shear Stress Unity= 0.165 Shear Stress OK Max Allowable Deflection= 0.533 in L/180 Maximum Beam Deflection= 0.297 in Deflection OK Tab Cheek: Thickness of Tab= 0.375 in Post Moment Shear on Tab= 255.4 lbs Beam Shear on Tab= 62.0 lbs Resultant Shear= 262.8 lbs Allowable Shear Stress= 16.5 ksi Shear Stress on Tab= 9.9 ksi Shear Stress OK 31 Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Slab on Grade Bearing & Uplift Calculations Slab Design Properties- Minimum Concrete Strength= 2500 psi Assumed Thickness of Concrete Slab= 4 in Assumed Weight of Concrete Slab= 50 psf Allowable Bearing Pressure= 500 psf Assumed-Conservative Outside Post Inside Post Bearing Loads On Post= 121 lbs 242 lbs DL 400 lbs 800 lbs LL+PL 130 lbs 0 lbs EQ Uplift Loads on Post= 0 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab= 3.3 in Post Width Factored Bearing Load = 1570 lbs Required Bearing Area= 187.41 in2 13.63 inches per side Critical Section= 1.22 in For Bending Soil Pressure on Crit.Section= 1206.2 plf Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot Shear Area= 29.0 in Conc. Shear Stress= 13.5 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 2.3 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 0.00 ft2 Length of Slab Req'd= 0.00 ft Assume Full Shelf Width x Req'd Depth Worst Case Length of Slab= 4.00 ft Maximum of Width or Length Req'd Distance to Anchor Bolt= 2.00 ft Shear Force on aft Strip= 140.0 ibs Allowable Shear Force= 1760.0 lbs Shear OK Bending Moment on 1ft Strip= 140.0 ft-lbs Allowable Bending Moment= 366.7 ft-lbs Bending OK 32 ....._.......„. . -.— _..... —. LC)ADING: "H" MIN (3)CROSS AISLE BEAMS 1280Ibs TOTAL/8shelves= 160Ibs per She lf -TYR _ PSE: = 160/(8*4) -=5psf ......__ h 97 5/6" ----—— , _...______ 1 s..1 11: , .._......___. i 1111'1f 2' 9 5/I GrA.R • c/c I , ,.'1-• T -- •,ZQ;;;---_-.Z,--.1.7.-77., I 2" 5 5/I G`CIR : C/C ,t .1 11111 r 1 4"C/C 5/I G'CLIZIYF TYP 1111111, , L . . H. , , , • . '• .____L 9 , 1 '.p,.. ''11 9 1, ,i i --------- - ----------------------- •,---- ,. , I.Z I I . -- _—_------- i ) ' i al ] . _ . - ..6..- --------'----.z-:"---r----'7.-:--z--,-----.'-'----------- -c--------------",,, ----7.--:-----. 1: '7.;,.7--Z.'----=-,--,-----------:•,-,-•-•:--....--,-----.----r—_------7:----7-----.7'...--;.,-.7.-..ra..,-7..-_;..—.Z...,.2.-__-.-z-Z.,.... 4,. ! ; 'I-----77--7-7'7-----------.7-------...:',.-----,:-:,--::-:•:-,-.,:z-_---7.,--a_rtz-z•:„..7f1",-7:z..-1.77i.. .„,,.._ -=‘,....1: , , 1 laZZ:",1.-6„, '7::'..--4•,-:,-„,-".."4:-. .,',-,,..Zr.:-......Zr-,:—.7r,-,:."--r-,i..Z7,-.64.:::::"...,Z..z.--,;, -...-76":;-,::::::::'--.Z;."17::::........._ —l- 's:'=-:-.7-FIZ4.-*,...'-tr.:"....--"'1\l,,I:tr,-6Z-.117,.?2+-,:••• ....._,-"-6Z---' -—- -..-- __________----- . _ r ------ . --3 PROJECT: DESCRIPTION': „ ...... r.1-1,S DR:V/6: OR PR-.,, a; IAE PROPERTY OF ROUSSEAU IAD,TAL SALES(CONTACT): FILE: DIMENSIONS: SCALE: JLR PORTLAND Nr... AtIR--...i•-vc... NOT ,SE Fre-AC-ID, PHOTOGRAPHED, PHOTOSTATED, 1-800-463-4271 198860-4 IN NTS .,IR RrePaDuci:o N AN, TAIRTER, NOT USED FOR ANY PURPOSE PERmtssioN CS ROUSSEAU m ETLL NC sYHATSDEVF_P Y,CFP: B:" A're-JairI ...e -- . --- BY SHOP EQUIPMENT MINI-RACKING ANNE-MARIE KEROUAC DRAWING BY/REVISED BY: DATE: REVISION NO.: I.LATULIPPE 4/16/2018 A 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB ROUSSEAU SHELVING STEEL STORAGE SHELVING CODES: Current Editions of the: IBC&CBC&ASCE 7&RMI Design inputs: Configuration H Shelving Geometry- Height to Top Loaded Shelf= 8.3 ft Steel Yield Stress= 33 ksi Width of Shelving Unit= Modulus of Elast.= 29000 ksi Depth of Shelving Unit= 4 ft Number of Shelves/Unit= Eff. Length Factor= 1.7 x&y Vertical Shelf Spacing= 13.6 in. Avg Unbraced Lengthftx= 13.6 in Back to Back Units? NO Unbraced Length,y= _ in Height of Catwalk Level= Type of Post? Box Post Aisle Width Between Units= Type of Beam? M .d FThty Type of Catwalk Beam? Shelving Loading- Maximum Weight.per Shelf= 0 lbs Display Qn Plaque Near Shelving.Units Product Load per Shelf= 6.3 psf Product Load Dead Load per Shelf= 1.5 psf Shelf+Beams Weight of Each Post= 12.4 lbs atwrai. load Design Catwalk Dead Load= 0 psf Bar Grating+Misc Design Catwalk Live toad= psf Wai;:vv,.y ; EiCv .Li Dead Load on Post= 0 lbs Live Load on Post= 0 lbs Total Load On Each Unit= 2034 lbs (1)Unit Full Tributary Load Total Load on Each L-Post= 508 lbs (4)Posts Total Seismic Information- Importance Factor- 1. F Not Open to the Public SDC: D yds Site Class- F Worst Case Assumed D -Sdl Mapped Accel. Parameters: Per Geotechnical Report S,_ 0.977 Fa=0.928 Sms= 0,907 Sd3= 0.604 Sl= 2 F = 2.400 Smz= 1.020 Sd1= 0.680 Structural System -ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 ap= 2.5 Ip= 1.0 Average Roof Height= 20 ft 0'-0"For Ground Floor Location Height of Base Attachment= 0 ft ud Shear Coeff Boundaries= Vm;n= 0.027 Vmax= 0.151 Design Base Shear Coeff= Vt= 0.106 Adjusted For ASD 33 5EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 54.2 lbs Catwalk DL= 0 lbs Total Live Load per Shelf= 200.0 lbs Catwalk LL= 0 lbs Lateral DL Force per Shelf= 5.7 lbs Lateral LL Force per Shelf= 21.2 lbs Catwalk DL Lateral= 0.0 lbs 67%of LL Force per Shelf= 14.2 lbs Catwalk IL Lateral= 0.0 lbs-25% Total DL Base Shear= 45.9 lbs Total LL Base Shear= 169.2 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 77536 in-lbs 1 Total Base Shear= 159.3 lbs `Controlling Load Case By Inspection Height: Load: %Per Shelf: Lateral Force/Shelf: h1= 1.0% Fl = 1.5 lbs h2= 18 in 20D lbs 4.3% F2= 6,8 lbs h3= 21 .. _ : 7.6% F3= 12.0 lbs h4= 45 in 200 lbs 10.9% F4= 17.3 lbs ISS= 5F ir> ., ii-: 14:1% F5= 22.5 lbs h6= 72 in 200 lbs 17.4% F6= 27.8 lbs h7= 85 in 200 lbs 20.7% F7 33.0 lbs h8= Is lil ou u ibs 24.0% F8= 38.3 lbs h9= 0in nIbs 0.0% F9= 0.0 lbs. h10= _ :- 0.0% F10= 0.0 lbs h11 v 0 in 0 lbs 0,0% F11= 0,0 lbs h12= _ 0.0% F12= 0.0 lbs h13= 0 in 0 Ins 0.0% F13= 0,0 lbs h14= <. = 0.0% F14= 0.0 lbs 1115= 0 in C lbs 0.0% F15= 0.0 lbs h16= C .. ._.., 0.0% F16= 0.0 lbs Hatwalk= 0 ir. 0 lbs 0.0% FcatxaBc= 0.0 lbs Sum=100% Total= 159.3 lbs LC 2:Top Shelf Only is Loaded to 100%of its Live Weight 1 Total Base Shear= 67.0 lbs IDoes Not Control 34 5 EC LI PS E Jaguar Landrover 4/26/2018 EN « INLERING Tigard,OR TMB Column Calculations = Combined Bending and Axial Post Type: Box Post x y Width= 1.625 in r= 0:658 0.383 in Depth= 2 in S= 0.108 0.058 in3 Thickness= 0.0747 in 1= 0.146 0.048 in4 Fy= 33 ksi AP= 0.441 in2 E= 29000 ksi Aeff= 0.251 in2 Column Bending Calculations- Down Aisle Beam Spacing= 13.6 in Max Down Aisle Moment= 44.6 ft-lbs Cross Aisle Beam Spacing= 72.0 in (2)Cross Beams Max Cross Aisle Moment= 137.0 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress Down Aisle= 9.2 ksi Bending Stress 01K Bending Stress Cross Aisle= 15.2 ksi Bending Stress OK Beam Tab Connection-Down Aisle Shear on Tab= 214.0 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 8.1 ksi Shear Stress OK Beam Tab Connection-Cross Aisle Shear on Tab= 411.1 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 15.5 ksi Shear Stress OK Column Axial Calculations- DL+PL+LL= 508 lbs RMI Load Combination#2 DL+ PL+LL+EQ= 602 lbs RMI Load Combination#5 DL+PL+EQ= 612 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling:Buckling Stress= 55.7 ksi Nominal Buckling Stress= 25.8 ksi Factor of Safety for Comp.= 1.8 Nominal Column Capacity= 6462 lbs Allowable Column Capacity= 3590 lbs Static Axial Load on Column= 508 lbs Axial Load OK Combined Bending And Axial Forces- Axial Stress Unity= 0.171 Magnification Factor= 0.986 Bending Stress Unity= 0.664 Cm= 0.85 Combined Stress Unity= 0.835 Column is Adequate 35 C LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Overturning Calculations Overturning Calculations- Total Weight of Shelving= 1506 lbs Load Case 1: Dead Load+67%Live Load Total Lateral Force of Shelving= 159 lbs IOverturning Force of Shelving= 933 ft*lbs 'Controlling Overturning Force Total Weight of Shelving= 634 lbs Load Case 2: Dead Load+ 100%Top Shelf Total Lateral Force of Shelving= 67 lbs I Overturning Force of Shelving= 416 ft*lbs (Does Not Control Tensinrt Force per Anchor= 0 lbs:. Per Side of Unit Shear Force per Anchor= 80 lbs USE:'Hifti'KWIK BOLT TZ(or equivalent)POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 775 lbs For 2500 psi Concrete Allowable Shear Force= 1026 lbs Vertical Seismic Force= 63,7 lbs Overstrength Factor= 2 Combined Loading= 0.000 I I Floor Anchors are Adequate I 36 5 EC LI PS E JaguarLandraver 4/26/2018 ENGINEERINGTigard,OR TMB ... . . ...... ......._... ......._ Shelf Beam Calculations Type of Beam: Med Duty Beam Steel Yield Stress= 33 ksi Shelf DL= 1.5 psf Modulus of Elast.- 29000 ksi Shelf LL 6.3 psf Area of Beam= 0.341 in2 Section Modulus of Beam= 0.159 in3 Moment of Inertia of Beam= 0.166 in4 Product Load per Shelf= 200 lbs Shelf Beam Distributed Load= 15.5 plf Maximum Design Moments= 124.0 ft-lbs Maximum Design Shears= 62.0 lbs Beam Bending Stress= 9.4 ksi Beam Shear Stress= 2.2 ksi Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Bending Stress Unity= -0.473 Bending Stress OK Shear Stress Unity= 0.165 Shear Stress OK Max Allowable Deflection= 0.533 in L/180 Maximum Beam Deflection= 0.297 in Deflection OK Tab Check: Thickness of Tab= 0.375 in Post Moment Shear on Tab= 214.0 lbs Beam Shear on Tab= 62.0 lbs Resultant Shear= 222.8 ibs Allowable Shear Stress= 16.5 ksi Shear Stress on Tab= 8.4 ksi Shear Stress OK 37 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Slab on Grade Bearing & Uplift Calculations Slab Design Properties- Minimum Concrete Strength= 2500 psi Assumed Thickness of Concrete Slab= 4 in Assumed Weight of Concrete Slab= SO psf Allowable Bearing Pressure= 500 psf Assumed-Conservative Outside Post Inside Post Bearing Loads On Post= 217 lbs 434 lbs DL 800 lbs 1600 lbs LL+PL 233 lbs 0 lbs EQ Uplift Loads on Post= 0 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab= 3.3 in Post Width Factored Bearing Load= 3080 lbs Required Bearing Area= 359.98 in2 18.97 inches per side Critical Section= 3.86 in for Bending Soil Pressure on Crit.Section-= 1232.2 plf Along Critical Length Section Modulus= 320 in3 Plain Concrete per Foot Shear Area= 29.0 in Conc.Shear stress= 26.6 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 23.9 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 0.00 ft2 Length of Slab Req'd= 0.00 ft Assume Full Shelf Width x Req'd Depth Worst Case Length of Slab= 4,0n ft Maximum of Width or Length Rend Distance to Anchor Bolt= 2.00 ft Shear Force on lft Strip- 140.0 lbs Allowable Shear Force= 1760.0 lbs Shear OK Bending Moment on 1ft Strip= 140.0 ft-lbs Allowable Bending Moment= 366.7 ft-lbs Bending OK 38 . „ IFTADING: "I" MIN (3) CROSS AISLE BEAMS 560Ibs TOTAL/3shelves = 187Ibs per Shelf -TYP , PSF = 187/(8*4) = 5.83psf _____ • _ I 1 975I8 . , --------....i , I - 11, i i ,a T , T.____,,,,t.._._...... _71 gii. . t 4. I : .......„ . . „.. 142 1 at i'-'i ,.' LM _i g I 411 . ...... ) , . • [! , i' Y F ii •,. ,,,,, . , ! , —----; --------....._ ° I IF: .: rd Ft . 1:•°, : I.', 1, -1 ill CI;T: : 4 : :44-13116°i • 1 , r n ,-, . --':' t-- -•°=:-.. - —.--_, _---__ .0. — • . • ot PROJECT: DESORPTION: SALES(CONTACT): FILE: DIMENSION& SCALE: THIS DRAWIWG OR PRINT IS THE PROPERTY OF ROUSSE.Mi mt.T.A.L JLR PORTLAND INC. AND SHALL NOT BE TRACED, PHOTOGRAPHED. PriTATED. 1-800-4634271 1988604 IN NTS OR REPRCOUCED IN AN,' MANNER, NOT liSED FOR SP Pt,FPOsE --.,:.„..,,..--... WHATSOEVER EXCEPT BY WRITTEN PERMISSION CP ROLFSS,EA. TiVC ..WC. ANNE-MARIE KEROUAC DRAWING BY/REVISED BY: DATE: REVISION 140.: BY SHOP EQUIPMENT ,MI-RACKING I.LATULIPPE 4/16/2018 A i EC LI S E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB ROUSSEAU SHELVING STEEL STORAGE SHELVING CODES: Current Editions of the: IBC&CBC&ASCE 7&RMI Design inputs: Configuration I Shelving Geometry- Height to Top Loaded Shelf= Steel Yield Stress= 33 ksi Width of Shelving Unit= 6 ft Modulus of Elast. = 29000 ksi Depth of Shelving Unit= =' Number of Shelves/Unit= Eff.Length Factor= 1.7 x&y Vertical Shelf Spacing= 47.5 in Avg Unbraced Length,x= {5 in Back to Back Units? NO Unbraced Length,y= 47.8 in Height of Catwalk Level= Type of Post? Box Post Aisle Width Between Units= Type of Beam? ti Type of Catwalk Beam? Shelving Loading- Maximum Weight per Shelf 200 lbs Display On Plaque Near Shelving Units Product Load per Shelf= 6,3 psf Product Load Dead Load per Shelf= 1.5 psf Shelf+Beams Weight of Each Post= 12.4 lbs Catwalk Loading- Design Catwalk Dead Load= •= psf Bar Grating+Misc Design Catwalk Live Load= 0 psf Walkways& Elevated Platforms Dead Load on Post= 0 lbs Live Load on Post= 0 lbs Total Load On Each Unit= 794 lbs (1)Unit Full Tributary Load Total Load on Each L-Post= 198 lbs (4)Posts Total Seismic Information- Importance Factor- _ Not Open to the Public SDC: D -5ds Site Class F Worst Case Assumed D s Sdl Mapped Accel. Parameters: Per Geotechnical Report Ss= F,= 0.928 5ms 0.907 Sds= 0.604 S�= `=.125 F„= 2.400 5 m1= 1.020 Sdi= 0.680 Structural System-ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 ap= 2.5 I = 1.0 Average Roof Height= ft 0'--0"For Ground Floor Location Height of Base Attachment= 0 ft Ground Floor Shear Coeff Boundaries= Vmin= 0.027 Vmax= 0.151 Design Base Shear Coeff= V,= 0.106 (Adjusted For ASD 39 i EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 64.5 lbs Catwalk DL= 0 lbs Total Live Load per Shelf= 200.0 lbs Catwalk LL= 0 lbs Lateral DLForce per Shelf= 6.8 lbs Lateral LL Force per Shelf= 21.2 lbs Catwalk DL Lateral= 0.0 lbs 67%of LL Force per Shelf= 14:2 lbs Catwalk LL Lateral= 0.0 lbs-25% Total DL Base Shear= 20.5 lbs Total LL Base Shear= 63.5 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 30671 in-lbs Total Base Shear= 63.0 lbs Controlling Load Case By Inspection Height: Load: %Per Shelf: Lateral Force/Shelf: h]. = 2.6% Fl= 1.6 lbs h2= 52 in 200{bs 33.3% F2= 21.0 lbs h3= '-, 64.1% F3= 40.4 lbs h4= 0 in 0 lbs 0.0% F4= 0.0 lbs h5= ,, _,;s 0.0% F5= 0.0 lbs h6= 0 in 0 lbs 0.0% F6= 0.0 lbs h7= _' is 0,0% F7= 0.0 lbs hB.. 0 in 0 lbs 0.0% F8= 0.0 lbs h9= ,r 0.0% F9= 0.0 lbs h10= Jin i lbs 0.0% F10= 0.0 lbs hit= 0 in ns 0.0% F11= 0.0 lbs h12= C.,m fi ms 0.0% F12= 0.0 lbs h13= C)in 00 l;bs 0.0% F13= 0.0 lbs h14= c in rJ ;i;_, 0.0% F14= 0.0 lbs h15= 0 in 0's 0.0% F15= 0,0 lbs h16= Cr0.0% F16= 0.0 lbs Hcatwalk= 0 in 0 lbs 0.0% Fcatwalk= 0.0 lbs Sum=100% Total= 63.0 lbs IC 2 Top Shelf Only is Loaded to 100%of its Live Weight Total Base Shear= 41.6 lbs Does Not Control 40 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Column Calculations- Combined Bending and Axial Post Type: Box Post x y Width= 1.625 in r= 0.658 0.383 in Depth= 2 in S= 0.108 0.058 in3 Thickness= 0.0747 in I= 0.146 0.048 in4 Fy= 33 ksi AQ= 0.441 in2 E= 29000 ksi Aeff= 0.251 int Column Bending Calculations- Down Aisle Beam Spacing= 36.0 in Max Down Aisle Moment= 60.7 ft-lbs Cross Aisle Beam Spacing= 36.0 in (3)Cross Beams Max Cross Aisle Moment= 61.8 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress Down Aisle= 12.5 ksi Bending Stress OK Bending Stress Cross Aisle= 6.9 ksi Bending Stress OK Beam Tab Connection-Down Aisle Shear on Tab= 291.5 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 11.0 ksi J. Shear Stress OK ! Beam Tab Connection-Cross Aisle Shear on Tab= 185.3 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 7.0 ksi Shear Stress OK Column Axial Calculations- DL+PL+LL= 198 lbs RMI Load Combination#2 DL+ PL+LL+EQ= 248 lbs RMI Load Combination#5 DL+PL+EQ= 257 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 5.7 ksi Nominal Buckling Stress= 5.0 ksl Factor of Safety for Comp.= 1.8 Nominal Colurnn Capacity= 1243 lbs Allowable Column Capacity= 691 lbs Static Axial Load on Column= 198 lbs Axial Load OK Combined Bending And Axial Forces- Axial Stress Unity= 0.371 Magnification Factor= 0.959 Bending Stress Unity= 0.558 Cm= 0.85 Combined Stress Unity= 0.930 P Column is Adequate 41 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Overturning Calculations Overturning Calculations- Tota!Weight of Shelving 596 lbs Load Case 1: Dead Load+67%Live Load Total Lateral Force of Shelving= 63 lbs Overturning Force of Shelving= 424 ft*lbs Controlling Overturning Force Total Weight of Shelving= 394 lbs Load Case 2: Dead Load+100%Top Shelf Total Lateral Force of Shelving= 42 lbs Overturning Force of Shelving= 340 ft*lbs Does Not Control Tension Force per Anchor= 0 lbs Per Side of Unit Shear Force per Anchor= 31 lbs USE:'Hilti'KW IK BOLT TZ(or equivalent)POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 775 lbs For 2500 psi Concrete Allowable Shear Force= 1026 lbs 1 8" Dia ,r r 2_,. E.^a Vertical Seismic Force= 25.2 lbs Overstrength Factor= 2 Combined Loading= 0.000 Floor Anchors are Adequate 42 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Shelf Beam Calculations Type of Beam: Med Duty Beam Steel Yield Stress= 33 ksi Shelf DL= 1.5 psf Modulus of Elast. = 29000 ksi Shelf LL= 6.3 psf Area of Beam= 0.341 int Section Modulus of Beam= 0.159 in3 Moment of inertia of Beam= 0:166 in4 Product Load per Shelf= 200 lbs Shelf Beam Distributed Load= 15.5 plf Maximum Design Moments= 124.0 ft-lbs. Maximum Design Shears= 62.0 lbs Beam Bending Stress= 9.4 ksi Beam Shear Stress= 2.2 ksi Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Bending Stress Unity= 0.473 • Bending Stress OK Shear Stress Unity= 0.165 Shear Stress OK Max Allowable Deflection= 0.533 in L/180 Maximum Beam Deflection= 0.297 In Deflection OK Tab Cheek: Thickness of Tab= 0.375 in Post Moment Shear on Tab= 291.5 lbs Beam Shear on Tab= 62.0 lbs Resultant JI iear= 298.0 lbs Allowable Shear Stress= 16.5 ksi Shear Stress on Tabs 11.3 ksi Shear Stress OK 43 ,v C LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Slab on Grade Bearing & Uplift Calculations Slab Design Properties- Minimum Concrete Strength = 2500 psi Assumed Thickness of Concrete Slab= 4 in Assumed Weight of Concrete Slab= 50 psf Allowable Bearing Pressure= 500 psf Assumed-Conservative Outside Post Inside Post Bearing Loads On Post= 97 lbs 194 lbs DL 300 lbs 600 lbs LL+ PL 106 lbs 0 lbs EQ Uplift Loads on Post= 0 lbs Resultant Uplift Mph Bearing Capacity- Depth of Post on Slab= 3.3 in Post Width Factored Bearing Load= 1192 lbs Required Bearing Area = 144.78 in2 12.03 inches per side Critical Section = 0.39 in For Bending Soil Pressure on Crit. Section= 1185.9 plf Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot Shear Area= 29.0 in Conc.Shear Stress= 10.3 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 0.2 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to.Resist Uplift= 0.00 ft2 Length of Slab Req'd= 0.00 ft Assume Full Shelf Width x Req'd Depth Worst Case Length of Slab= 4.00 ft Maximum of Width or Length Req'd Distance to Anchor Bolt= 2.00 ft Shear Force on 1ft Strip= 140.0 ibs Allowable Shear Force= 1760.0 lbs Shear OK Bending Moment on 1ft Strip= 140.0 ft-lbs Allowable Bending Moment= 366.7 ft-lbs Bending OK 44 — ..._ 1000Ibs TOTAL/4shelves= 250Ibs per Shelf -TYP = 250/(8'3) = 104pst rPSF r------L°ADNG: .........__ ........_ ............._ MIN (3) CROSS AISLE BEA ,...... J • 97 5/5 -- 90 i 11 li, -- _ P it r 1 1 I. :1 6, • .,.1 !.....C: 'V V'I • I i i 1911 1 I I, I, , . . , I' I 1 01 I,. 99 II,, , ,aminsi......._. on .._................... ..___._........,......._......,....., VUCUTV' GIUT—V131.) . ' g' --....11111111111111, 1 r n 11P , . 1 - , , 1 l'fil fr 11.:1 1 11.11 . i 1 _ .„.,,...,4,,.,,L.--,•:.:.-.....'-^:1:-..:-.'..... I, 1.t. -.....--, :.---..z."."- I-, -:,--4-;---ztL'''''"-z:t7Z:fil-.2-_,- ..--'-;.-::'-:-: -,-a-:,;;Z-7-,._-:=;-j.:-,-_,--z" ,01..;',';'----...: -..... -------4,..-4.-1...-....--,..-„7--_,- -,-...--,-t...-et..-.....:-JS.7....z-_7.::...z.-------1--- ; st — -,.;-_---lt....-,......----------- __ __--------- , ____---- .,...--,:-.......--- ...--....... PROJECT: DESCRIPTION' SALES(CONITACT) FILE: DIMENSIONS SCALE THIS DRAWINL, OP PRINT IS HE PPCPERir OF nu-,E.LA') 44,!::,.1. JIR PORTLAND INC AND 5riAl I NOT BE TMCED, PHOTOGRAPHED FF-11)TC,SrrrE7‘, 1-800-463-4271 198860-5 IN NTS OR PEPF,D{Jr‘..D IN ANY MANNER, NOT USED FOR AN,, PL,R.,;,,,r .,41—IATSOLVER ENCEPT BY WRITTEN PLRIASSION OF ROUSSEAIJ 'METAL ';C BY SHOP EQUiPMENT HANGING RACK ANNE-MARIE KEROUAC DRAWING EY/REVISED BY DATE REVISION NO.; ..— I.LATUUPPE 4/16/2018 A 5 E( LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard, OR TMB ROUSSEAU SHELVING STEEL STORAGE SHELVING CODES: Current Editions of the: IBC&CBC&ASCE 7& RMI Design Inputs: Configuration 1 Shelving Geometry- Height to Top Loaded Shelf= 8.3 ft Steel Yield Stress= 33 ksi Width of Shelving Unit= Modulus of Elast. = 29000 ksi Depth of Shelving Unit= 3 ft Number of Shelves/Unit= Eff. Length Factor= 1.7 x&y Vertical Shelf Spacing= 31.7 in Avg Unbraced Length,x= 31.7 in Back to Back Units? Unbraced Length,y= 3-_, in Height of Catwalk Level I= Type of Post? Box Post Aisle Width Between Units= Type of Beam? Me::! -- Type of Catwalk Beam? Shelving Loading- Maximum Weight per Shelf= 206 lbs Display On Plaque Near Shelving Units Product Load per Shelf= 10.4 psf Product Load Dead Load per Shelf= 1.5 psf Shelf+Beams Weight of Each Post= 12.4 lbs Ca#walk Loadin- Design Catwalk Dead Load= 0 psf Bar Grating+Misc Design Catwalk Live Load_ psf a_ Dead Load on Post= 0 lbs Live Load on Post= 0 lbs Total Load On Each Unit= 1194 lbs (1) Unit Full Tributary Load Total Load on Each L-Post= 298 lbs (4) Posts Total Seismic Information- Importance Factor- 1.0 Not Open to the Public SDC: D -Sds Site Class- F Worst Case Assumed D -Sd1 Mapped Accel. Parameters: Per Geotechnical Report S,= 0977 Fa= 0,928 5 ,,= 0,907 Sd:= 0.604 Si = : .=-_ _ F„= 2.400 Sm1= 1.020 5d1= 0.680 Structural System-ASCE 7 Section 15.5,3 Steel Storage Shelving: R= 4 a1,= 2.5 IP= 1.0 Average Roof Height= 20 ft 0'-0" For Ground Floor Location Height of Base Attachment= ft Shear Coeff Boundaries= Vm,,= 0.027 Vmax= 0.151 Design Base Shear Coeff= V,= 0.106 Adjusted For ASD 45 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 48.4 lbs Catwalk DL= 0 lbs Total Live Load per Shelf= 250.0 lbs Catwalk LL= 0 lbs Lateral DL Force per Shelf= 5.1 lbs Lateral LL Force per Shelf= 26.4 lbs Catwalk DL Lateral= 0.0 lbs 67%of LL Force per Shelf= 17.7 lbs Catwalk LL Lateral= 0.0 lbs-25% Total DL Base Shear= 20.5 lbs Total LL Base Shear= 105.8 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 44473 in-lbs [ Total Base Shear= 91.3 lbs $Controlling Load Case By Inspection Height: Load: %Per Shelf: Lateral Force/Shelf: hi= ._ 1.9% F1= 1.8 lbs h2= 250 .:= 17.3% F2= 15.8 lbs h3= 07<. 250 s 32.7% F3= 29,9 lbs h4= 0 0 os 48.1% F4= 43.9 lbs h5= 0 it Ir_ 0.0% F5= 0.0 lbs h6= i 0.0% _ F6= 0.0 lbs h7_= 0 in 0 l ag s 0,0% F7= 0.0 lbs h8= u =- 0.0% F8= 0.0 lbs h0= z in n lbs 0,0% F9= 0,0 lbs h10= 0.0% F10= 0.0 lbs h11= 0 in 0 ibs 0,0% F11= 0.0 lbs h12= 0.0% F12= 0.0 lbs h13= 0 in 0 lbs 0.0% F13= 0.0 lbs h14= 0.0% F14= 0.0 lbs h1S= 3 in 0 ibs 0,0% F15= 0.0 lbs h16= :. 0.0% F16= 0.0 lbs Hcatwall: 0.0% Fcatwatk= 0.0 lbs Sum=100% Total= 91.3 lbs LC 2:Top Shelf Only is Loaded to 100%of its Live Weight ITotal Base Shear= 46.9 lbs 'Does Not Control 46 5 EC LI PS E Jaguar Landrover 4/26/2018 N r r ry w r r ry cry Tigard,OR TMB Column Calculations - Combined Bending and Axial Post Type: Box Post x y Width= 1.625 in r= 0.658 0.383 in Depth= 2 in S= 0.108 0.058 in3 Thickness= 0.0747 in 1= 0.146 0.048 in4 Fy= 33 ksi Ap= 0.441 in2 E= 29000 ksi Aeff= 0.251 in2 Column Bending Calculations- Down Aisle Beam Spacing= 31.7 in Max Down Aisle Moment= 59.1 ft-lbs Cross Aisle Beam Spacing= 36.0 in (3)Cross Beams Max Cross Aisle Moment= 78.6 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress Down Aisle= 12.1 ksi Bending Stress OK Bending Stress Cross Aisle= 8.7 ksi Bending Stress OK Beam Tab Connection-Down Aisle Shear on Tab= 283.6 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 10.7 ksi Shear Stress OK Beam Tab Connection-Cross Aisle Shear on Tab= 235.8 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 8.9 ksi Shear Stress OK Column Axial Calculations- DL+PL+LL= 298 lbs RMI Load Combination#2 DL+ PL+LL+EQ= 391 lbs RMI Load Combination#5 DL+PL+EQ= 408 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 11.3 ksi Nominal Buckling Stress= 9.9 ksi Factor of Safety for Comp.= 1.8 Nominal Column Capacity= 2487 lbs Allowable Column Capacity= 1382 lbs Static Axial Load on Column = 298 lbs Axial Load OK Combined Bending And Axial Forces- Axial Stress Unity= 0.296 Magnification Factor= 0.949 Bending Stress Unity= 0.549 Cm= 0.85 Combined Stress Unity= 0.844 ! Column is Adequate 47 Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TIB Overturning Calculations Overturning Calculations- Total Weight of Shelving= 864 lbs Load Case 1: Dead Load+67%Live Load Total Lateral Force of Shelving= 91 lbs ' Overturning Force of Shelving= 577 ft*lbs 'Controlling Overturning Force Total Weight of Shelving= 444 lbs Load Case 2: Dead Load+ 100%Top Shelf Total Lateral Force of Shelving= 47 lbs IOverturning Force of Shelving= 357 ft*lbs Does Not Control Tension Force per Anchor= 0 lbs Per Side of Unit Shear Force per Anchor= 46 lbs USE: 'Hilti'KWIK BOLT TZ(or equivalent)POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 775 lbs For 2500 psi Concrete Allowable Shear Force= 1026 lbs Vertical Seismic Force= 36.5 lbs Overstrength Factor= 2 Combined Loading= 0.000 ' Floor Anchors are Adequate ' 48 5 ..LI PS E Jaguar Landrover 4/26/2018 EN ; Ni ERING Tigard,OR TMB Shelf Beam Calculations Type of Beam: Med Duty Beam Steel Yield Stress= 33 ksi Shelf DL= 1.5 psf Modulus of Elast.= 29000 ksi Shelf LL- 10.4 psf Area of Beam= 0.341 in2 Section Modulus of Beam= 0.159 in3 Moment of Inertia of Beam= 0.166 in4 Product Load per Shelf= 250 lbs Shelf Beam Distributed Load= 17.9 plf Maximum Design Moments= 143.0 ft-lbs Maximum Design Shears= 71.5 lbs Beam Bending Stress= 10.8 ksi Beam Shear Stress= 2.5 ksi Allowable Bending Stress= 19,8 ksi Allowable Shear Stress= 13.2 ksi Bending Stress Unity= 0.545 Bending Stress OK Shear Stress Unity= 0.191 Shear Stress OK Max Allowable Deflection= 0.533 in L/180 Maximum Beam Deflection= 0.342 in Deflection OK Tab Check: Thickness of Tab= 0.375 in Post Moment Shear on Tab= 283.6 lbs Beam Shear on Tab= 71.5 lbs Resultant Shear= 292.5 ibs Allowable Shear Stress= 16.5 ksi Shear Stress on Tab= 11.1 ksi Shear Stress OK 49 i EC Li PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Slab on Grade Bearing & Uplift Calculations Slab Design Properties- Minimum Concrete Strength= 2500 psi Assumed Thickness of Concrete Slab= 4 in Assumed Weight of Concrete Slab= 50 psf Allowable Bearing Pressure= 500 psf Assumed Conservative Outside Post inside Post Bearing Loads On Post= 97 lbs 194 lbs DL 500 lbs 1000 lbs LL+PL 192 lbs 0 lbs EQ Uplift Loads on Post= 0 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab= 3.3 in Post Width Factored Bearing Load= 1832 lbs Required Bearing Area= 227.29 in2 15.08 inches per side Critical Section= 1.91 in For Bending Soil Pressure on Crit.Section= 1160.8 plf Along Critical Length Section Modulus= 32.0 i.n3 Plain Concrete per Foot Shear Area= 29.0 in Conc.Shear Stress= 15.8 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 5.5 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Slab Uplift Capacity- Required Area to Resist Uplift= 0.00 ft2 Length of Slab Req'd= 0.00 ft Assume Full Shelf Width x Req'd Depth Worst r=se Length of Stab= 4.00 ft Maximum of Width or I ength Req'd Distance to Anchor Bolt= 2.00 ft Shear Force on 1ft Strip- 140.0 lbs Allowable Shear Force= 1760.0 lbs Shear OK Bending Moment on 1ft Strip= 140.0 ft-lbs Allowable Bending Moment= 366.7 ft-lbs Bending OK 50 LOADING: "K" MIN (3) CROSS AISLE BEAMS" 150Ibs PER SHELF MAX -TYP ic —------------i' I J. Mfilrgi, 1: 1 L 26" 27 5/ G' CIC I '! CL.R. ...-----_-_-- ......,............_. liallIMMOBVMMOINUMMIrg' .'' 1 p ,i - _ I"' , " 41 Ul Pi qt U tit)(I 10 vt f V Y IIIICITC)", . , . . 4 , . ,I ! 1 [ : 0 GO" ' C/C n• r' a.g. i • , i L,---,,...., I ''•••,' 1 , ,:i -- -- -.,I,--;,:.••---r...:T.,-"tr,s."---"T.Z.::Z7*••••:•"".:1,7^Z.TZ,--z,z.„, II ; ---,- ,C.„---.;..-1,...-------r--.747". - ••••••••,:trZT-.-•••-.:,•-..." -•'"••".""-Z•-•-"•'''''',.. '1 -.:•••.•;.w'-''''''''• ••:-."."'T",..::,:: ::";:'"",2":-.1 1 50 LBS.---:777Z-Lf,Z.Z.,....,,z,,Cr7:-.4;..7.Z,"..--••••:".. a • l• 'T.:.%:' 7;-.""••••••%,,:.:..."".....t...-....„„r:,..:Z.:7".....,.2. • ,.:It...7,,,,...,...••••••.". ________-....t -' i__ k'' *'•""».."...+-••"'"'"4::...-...'''''.'4,7413:4.......•6 , -_-----.....- •x .........,..'''•.0r........-"...• _.--.---_.---- --1 ,....,...,,,..v. -.-- , --. 12 ....... ....... '...17 •.'„•-;.':_:,ir PROJECT: DESCRIPTION: ...-- .•,"'W,T Ti. rqE PROFEPTT OF ROUSSEAU 1,IETAL SALES(CONTACT): FILE' DIMENSIONS SCALE: --- - ------ ' JIR PORTLAND 4441,04:Eo. PHNOOTTOGJRS/'EPDHF-FDO•R APNHYDTPOSUTR•'VP•'OESr'E• ' 1-600-463-4271 198860-5 IN NTS ........................ ......................... -' ' -- BY SHOP EQUIPMENT HANGING RACK at 959111 SI Cr ROI.h.JEAL, METAL INC ANNE KEROUAC DRAWING BY I RENPSED BY. DATE REVISION NO.. I.LATULIPPE 06/2018 A ....... i EC Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TMB ROUSSEAU SHELVING STEEL STORAGE SHELVING CODES: Current Editions of the: IBC&CBC&ASCE 7&RMI Design Inputs: Configuration K Shelving Geometry- Height to Top Loaded Shelf= 8.3 4 Steel Yield Stress= 33 ksi Width of Shelving Unit= 8;t Modulus of Elast.= 29000 ksi Depth of Shelving Unit= 7,ft Number of Shelves/Unit= 3 Eff.Length Factor= 1.7 x&y Vertical Shelf Spacing= Unbraced tength,x= 36 0 in Back to Back Units? F4O Unbraced Length,y= 58.0 in Height of Catwalk Level= Type of Post? Box Frost Aisle Width Between Units= Type of Beam? Beam Type of Catwalk Beam? Shelving Loading- Maximum Weight per Shelf= 150 lbs Display•On Plaque Near Shelving Units Product Load per Shelf= 6.3 psf Product Load Dead Load per Shelf= 1 S psf Shelf+Beams Weight of Each Post= 12,4 lbs Catwalk Loading-. Design Catwalk Dead Load= 0 psf - Bar Grating+Misc Design Catwalk Live Load= 0 psf Walkways& Elevated £atforms Dead Load on Post= 0 lbs Live Load on Post= 0 lbs Total Load On Each Unit= 608 lbs (1) Unit Full Tributary Load Total Load on Each L-Post= 152 lbs (4)Posts Total Seismic Information- Importance Factor- 1.0 Not Open to the Public SDC: D -Sds Site Class- F Worst Case Assumed l3 -Sdl Mapped Accel, Parameters: Per Geotechnical Report Ss= 0077 Fa= 0.928 5ms= 0.907 Sds= 0.604 S1= 0.425 F„= 2.400 Smi= 1.020 Sd = 0.680 Structural System-ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 a,= 2.5 I = 1,0 Average Roof Height= 20 ft 0'-0"For Ground Floor Location Height of Base Attachment= 0 ft Ground Floor Shear Coeff Boundaries= Vmin= 0.027 Vmax= 0.151 Design Base Shear Coeff= Vt= 0.106 Adjusted For ASD 51 5 EC LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard, OR TMB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 52.5 lbs Catwalk DL= 0 Ihs Total Live Load per Shelf= 150.0 lbs Catwalk LL= 0 lbs Lateral DL Force per Shelf= 5.6 lbs Lateral LL Force per Shelf= 15.9 lbs Catwalk DL Lateral= 0.0 lbs 67%of.LL.Force:per Shelf= 10.6 lbs Catwalk 1L Lateral= 0.0 lbs-25% Total DL Base Shear= 16.7 lbs Total LL Base Shear= 47.6 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 26778 in-lbs Total Base Shear= 48.6 lbs Controlling Load Case By Inspection Height: Load: %Per Shelf: Lateral Force/Shelf: hl.= -.. i:; .-... 2,3% F1.= 1,1 lbs h2= 72 in 150 lbs 41.1% F2= 20.0 lbs h3= _ 56.6% F3= 27.5 lbs h4= bin 0ibs 0.0% F4= 0.0 lbs h5= 0.0% F5= 0.0 lbs h6= 0 it 0 lbs 0.0% F6= 0.0 lbs h7= ' 0.0% F7= 0.0 lbs h6= 0 in 0 ibs 0,0% F8: 0.0 lbs I-19= r 0.0% F9= 0,0 lbs 10= 0 in 0 lbs 0.0% F10 0.0 lbs h11= 0 - 0.0% F11= 0.0 lbs h12, 0 in 0 i0s 0.0% F121-- 0.0 lbs h13= Din 0 ibs 0.0% F13= 0.0 lbs h14= :I. 1_.4� 0.0% F14= 0.0 lbs his= 0 in 0 lbs 0.0% F15= 0.0 lbs h16= v 0.0% F16= 0.0 lbs Hcatwalk= 0 in 0 lbs 0.0% Fcatwalk= 0.0 lbs Sum= 100% Total = 48.6 lbs LC 2.Top Shelf Only is Loaded to 100%of its Live Weight Total Base Shear= 32.5 lbs Does Not Control 52 EC LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard, OR TMB Column Calculations - Combined Bending and Axial Post Type: Box Post x y Width= 1.625 in r= 0.658 0.383 in Depth= 2 In S= 0.108 0.058 in3 Thickness= 0.0747 in 1= 0.146 0.048 in4 F�= 33 ksi AP= 0.441 in2 E= 29000 ksi Aeff= 0.251 in2 Column Bending Calculations- Down Aisle Beam Spacing= 36.0 in Max Down Aisle Moment= 33.6 ft-lbs Cross Aisle Beam Spacing= 36.0 in (3)Cross Beams Max Cross Aisle Moment= 32.7 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress Down Aisle= 6.9 ksi Bending Stress OK Bending Stress Cross Aisle= 3.6 ksi Bending Stress OK Beam Tab Connection-Down Aisle Shear on Tab= 161.3 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 6_.1 ksi Shear Stress OK Beam Tab Connection-Cross Aisle Shear on Tab= 98.2 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 3.7 ksi Shear Stress OK Column Axial Calculations- DL+PL+LL= 152 lbs RMI Load Combination#2 DL+PL+LL+EQ= 216 lbs RMI Load Combination#5 DL+PL+ EQ= 232 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 2.9 ksi Nominal Buckling Stress= 2.6 ksl Factor of Safety for Comp.= 1.8 Nominal Column Capacity= 648 lbs Allowable Column Capacity= 360 lbs Static Axial Load on Column= 152 lbs Axial toad OK Combined Bending And Axial Forces- Axial Stress Unity= 0.644 Magnification Factor= 0.963 Bending Stress Unity= 0.308 Cm= 0.85 Combined Stress Unity= 0.952 R Column is Adequate ['. 53 EC LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TM$ Overturning Calculations Overturning Calculations- Total Weight of Shelving= 459 lbs. Load Case 1:.Dead Load.+67%Live Load. Total Lateral Force of Shelving= 49 lbs Overturning Force of Shelving= 347 ft*lbs Controlling Overturning Force Total Weight of Shelving= 308 lbs Load Case 2: Dead Load+100%Top Shelf Total Lateral Force of Shelving= 33 lbs Overturning Force of Shelving= 200 ft*lbs Does Not Control Tension Force per Anchor= 0 lbs Per Side of Unit Shear Force per Anchor= 24 lbs USE:'Hilti' KWIK BOLT TZ(or equivalent)POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 775 lbs For 2500 psi Concrete Allowable Shear Force= 1026 lbs Vertical Seismic Force= 19.4 lbs Overstrength Factor= 2 Combined Loading= 0.000 Floor Anchors are Adequate 54 0 EC LI PS E Jaguar Landrover 4/30/2018 EN c INEERING Tigard,OR TIB Shelf Beam Calculations Type of Beam: Med Duty Beam Steel Yield Stress= 33 ksi Shelf DL= 1.5 psf Modulus of Elast.= 29000 ksi Shelf LL= 6.3 psf Area of Beam= 0.341 in2 Section Modulus of Beam= 0.159 in3 Moment of Inertia of Beam= 0.166 in4 Product Load per Shelf= 150 lbs Shelf Beam Distributed Load= 11.6 plf Maximum Design Moments= 93.0 ft-lbs Maximum Design Shears= 46.5 lbs Beam Bending Stress= 7.0 ksi Beam Shear Stress= 1.6 ksi Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Bending Stress Unity= 0.354 Bending Stress OK._. Shear Stress Unity= 0.124 Shear Stress OK Max Allowable Deflection= 0.533 in L/180 Maximum Beam Deflection= 0.223 in Deflection OK Tab Check: Thickness of Tab= 0.375 in Post Moment Shearon Tab= 161.3 -lbs Beam Shear on Tab= 46.5 lbs Resultant Shear= 167.9 lbs Allowable Shear Stress= 16.5 ksi Shear Stress on Tab= 6.4 ksi Shear Stress OK 55 5 _. Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TMB Slab on Grade Bearing & Uplift Calculations Slab Design Properties- Minimum Concrete Strength= 2500 psi Assumed Thickness of Concrete Slab= 4 in Assumed Weight of Concrete Slab= 50 psf Allowable Bearing Pressure= 500 psf Assumed-Conservative Outside Post Inside Post Bearing Loads On Post= 79 lbs 158 lbs DL 225 lbs 450 lbs LI+PL 116 lbs 0 lbs EQ Uplift Loads on Post= 0 lbs Resultant Uplift Slab Rearing Capacity- Depth of Post on Slab= 3.3 in Post Width Factored Bearing Load= 909 lbs Required Bearing Area= 120.79 in2 10.99 inches per side Critical Section= -0.13 in For Bending Soil Pressure on Crit. Section= 1083.8 plf Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot Shear Area= 29.0 in Conc.Shear Stress= 7.8 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 0.0 psi Allowable Bending Stress= 137.5 psi Bending Stress OK Stab Uplift Capacity- Required Area to Resist Uplift= 0.00 ft2 Length of Slab Req'd= 0.00 ft Assume Full Shelf Width x Req'd Depth Worst Case Length of Slab= 4.00 ft Maximum of Width or Length Req'd Distance to Anchor Bolt= 2.00 ft Shear Force on lft Strip= 140..0 lbs Allowable Shear Force= 1760.0 lbs Shear OK Bending Moment on 1ft Strip= 140.0 ft-lbs Allowable Bending Moment= 366.7 ft-lbs Bending OK 56 LOADING: "L° -- MIN (3)CROSS AISLE BEAMS *I6001bs TOTAL/4shelves=400Ibs per Shelf l YP PSF=400/(4*4) =25psf .___�__'. ,_ L 45`5/8' _ x:_17-----� 43" --. NO STORAGE ON TOP SHELF o l t\gi1 !\ r t -,l ui ��\ 7° `- �� °I (Art II 1 -� t\`nt \ i l G 1 1)2 4\. e CIC e r e -.....01.4:° °i °I 26" ..N.,°k ;23,11 N °iGCo� 0 \ 4'\ , \ i ° \ o'I L �j °I �'Y_t t `\ ° 2G" ayl L \_... °I n LI:_, PROJECT DESCRIPTION . SALES(CONTACT): FILE: DIMENSIONS SCALE: :HIS URA`/TING OR PRINT I, 7RE PF'OPERTY OF ROUSSEAU mr-0.4. 3LR PORTLAND BATTERY RACK&SHEET NC AND SHAH NOT 1SE TP<.CEO. PHOTOGRAPHIC. P HOTOSTAfEO. 1-800-463-4271 198860.6 1N NTS OR REPROCULF.D IN An1Y f,4AVNER, NOT USEC FGR HNY PURRCSE .. +SHA'SOEVER EXCEPT RS WRITTE I1 PE:RbIISSION OF ROUSSEAU METAS. INC. ANNE-MARIE KEROUAC DRAWING EY::"REVISED BY: DATE: REVISION NO,: BY SHOP EQUIPMENT METAL RACK I.LATLJLIP PE 3/30;2018 A 5- EC Li S E Jaguar Landrover 4/26/2018 ENGINEERING Tigard, OR TMB ROUSSEAU SHELVING STEEL STORAGE SHELVING CODES: Current Editions of the: IBC&CBC&ASCE 7&RMI Design Inputs: Configuration L Shelving Geometry- Do Not Store Material on Top Shelf at 99" Height to Top Loaded Shelf= 7.5 ft Steel Yield Stress= 33 ksi Width of Shelving Unit= Modulus of Elast.= 29000 ksi Depth of Shelving Unit= 4 ft Number of Shelves/Unit= Eff. Length Factor= 1.7 x&y Vertical Shelf Spacing= 28.7 in Avg Unbraced Length,x= 28.7 In Back to Back Units? Unbraced Length,y= 7 in Height of Catwalk Level= Type of Post? Box Post Aisle Width Between Units= Type of Beam? Med D7.,!It, Type of Catwalk Beam? Shelving Loading- Maximum Weight per Shelf= 4,A) lbs Display On Plaque Near Shelving Units Product Load per Shelf= 25.0 psf Product Load Dead Load per Shelf= 1.5 psf Shelf+Beams Weight of Each Post= 11.3 lbs Catwalk toar�In Design Catwalk Dead Load= 0 psf Bar Grating+Misc Design Catwalk Live Load= psf �Vaii..y\.d/;& E1 .vat=U Dead Load on Post= 0 lbs Live Load on Post= 0 lbs Total Load On Each Unit= 1741 lbs (1) Unit Full Tributary Load Total Load on Each L-Post= 435 lbs (4) Posts Total Seismic Information- Importance Factor- Not Open to the Public SDC: D -Sds Site-Qlas5- F Worst Case Assumed 0 -Sdl Mapped Accel. Parameters: Per Geotechnical Report SR= 0,977 P = 0,928 Sm,= 0.907 Sds= 0.604 Sl= -=25 F = 2.400 5m1= 1.020 Sdi= 0.680 Structural System-ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 ap= 2.5 I,= 1.0 Average Roof Height= 20 ft 0'-0"For Ground Floor Location Height of Base Attachment= _- ft fiooi Shear Coeff Boundaries= Vm;"= 0.027 Vmax= 0.151 Design Base Shear Coeff= Vt= 0.106 Adjusted For ASD 57 i C LI E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Lateral Force Distribution: per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf= 35.3 lbs Catwalk DL= 0 lbs Total Live Load per Shelf= 400.0 lbs Catwalk LL= 0 lbs Lateral DL Force per Shelf= 3.7 lbs Lateral LL Force per Shelf= 42.3 lbs Catwalk DL Lateral= 0.0 lbs 67%of LL Force per Shelf= 28.3 lbs Catwalk LL Lateral= 0.0 lbs-25% Total DL Base Shear= 14.9 lbs Total LL Base Shear= 169.2 lbs LC1: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 57013 in-lbs 1 Total Base Shear= 128.3 lbs 'Controlling Load Case By Inspection Height: Load: %Per Shelf: Lateral Force/Shelf: hl= 2.1% Fl= 2.7 lbs h2 = in 400 lbs 17.4% F2= 22.3 lbs h3 = : --. 32.6% F3= 41.9 lbs h4= 9u in 400 lbs 47.9% F4= 61.4 lbs h5= s (;i+:>s 0.0% F5= 0.0 lbs h6= 0 lbs 0.0% F6= 0,0 lbs h7 r 0 i!1 Cubs 0:O% F7= 0.0 lbs h8= ti i o n:ns 0.0% F8= 0.0 lbs h9= 0 i=- 0 lbs 0,0% F9= 0.0 lbs h10= _ -_ 0.0% F10= 0.0 lbs h11= 3 in 0 lbs 0.0% F11= 0.0 lbs h12= 0.0% F12= 0.0 lbs h13 = .)i n Olbs 0.0% F13- 0.0 lbs_ h14= 0.0% F14= 0.0 lbs h15 = 0 i,,-. 0 lbs 0.0% F15= 0.0 lbs h16= :;_ 0.0% F16= 0.0 lbs Hcarvall:' 0 lbs 0.0% Fcatwalk= 0.0 lbs Sum= 100% Total= 128.3 lbs LC 2:Top Shelf Only is Loaded to 100%of its Live Weight I Total Base Shear= 57.2 lbs 1Does Not Control 58 r EC LI PS E Jaguar Landrover 4/26/2018 P. N G I N F E R I N C Tigard,OR TMB Column Calculations- Combined Bending and Axial Post Type: Box Post x y Width = 1.625 in r= 0.658 0.383 rn Depth= 2 in S= 0.108 0.058 in3 Thickness= 0.0747in 1= 0.146 0.048 in4 Fy= 33 ksi A = 0.441 in2 E= 29000 ksi Aeff= 0.251 in2 Column Bending Calculations- Down Aisle Beam Spacing= 28.7 in Max Down Aisle Moment= 75.0 ft-lbs Cross Aisle Beam Spacing= 36.0 in (3)Cross Beams Max Cross Aisle Moment= 110.2 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress Down Aisle= 15.4 ksi Bending Stress OK Bending Stress Cross Aisle= 12.3 ksi Bending Stress OK Beam Tail Connection-Down Aisle Shear on Tab= 360.0 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 13.6 ksi Shear Stress OK Beam Tab Connection-Cross Aisle Shear on Tab= 330.7 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 12.5 ksi J Shear Stress OK I Column Axial Calculations- DL+PL+LL= 435 lbs RMI Load Combination#2 DL+PL+LL+EQ= 487 lbs RMI Load Combination#5 DL+PL+EQ= 484 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 13.6 ksi Nominal Buckling Stress= 11.9 ksi Factor of Safety for Comp.= 1.8 Nominal Column Capacity= 2984 lbs Allowable Column Capacity= 1658 lbs Static Axial Load on Column = 435 lbs Axial Load OK Combined Bending And Axial Forces- Axial Stress Unity= 0.294 Magnification Factor= 0.950 Bending Stress Unity= 0.522 Cm= 0.85 Combined Stress Unity= 0.813 Column is Adequate 59 5 EC LI PS E JaguarLandrover 4/26/2018 ENGINEERING Tigard,OR TMB Overturning Calculations Overturning Calculations- Total Weight of Shelving= 1213 lbs Load Case 1: Dead Load+67%Live Load Total Lateral Force of Shelving= 128 lbs IOverturning Force of Shelving= 736 ft*lbs Controlling Overturning Force Total Weight of Shelving= 541 lbs Load Case 2: Dead Load+100%Top Shelf Total Lateral Force of Shelving= 57 lbs IOverturning Force of Shelving= 409 ft*lbs !Does Not Control Tension Force per Anchor= Ihs, icer Side of Unit Shear Force per Anchor= 64 lbs USE: 'Hilti'KWIK BOLT TZ(or equivalent)POST INSTALLED ANCHOR BOLTS Allowable Tension Force= 775 lbs For 2500 psi Concrete Allowable Shear Force= 1026 lbs Vertical Seismic Force= 51.3 lbs Overstrength Factor= 2 Combined Loading= 0.000 ! ! Floor Anchors are Adequate I 60 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGNEERNG Tigard,OR TMB Shelf Beam Calculations Type of Beam: Med Duty Beam Steel Yield Stress= 33 ksi Shelf DL= 1.5 psf Modulus of Elast.r 29000 ksi Shelf LL= 25.0 psf Area of Beam= 0.341 int Section Modulus of Beam= 0.159 in3 Moment of Inertia of Beam= 0.166 in4 Product Load per Shelf= 400 lbs Shelf Ream Distributed Load= 53.0 plf Maximum Design Moments= 106.0 ft-lbs Maximum Design Shears= 106.0 lbs Beam Bending Stress= 8.0 ksi Beam Shear Stress= 3.7 ksi Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Bending Stress Unity= 0.404 Bending Stress OK Shear Stress Unity= 0.283 Shear Stress OK Max Allowable Deflection= 0.267 in L/180 Maximum Beam Deflection= 0.063 in Deflection OK Tab Check: Thickness of Tab= 0.375 in Post Moment Shear on Tab= 360.0 lbs Beam Shear on Tab= 106.0 lbs Resultant Shear= 375.3. IUs Allowable Shear Stress= 16.5 ksi Shear Stress on Tab= 14.2 ksi Shear Stress OK 61 5 EC LI PS E Jaguar Landrover 4/26/2018 ENGINEERING Tigard,OR TMB Slab on Grade Bearing & Uplift Calculations Slab Design Properties- Minimum Concrete Strength= 2500 psi Assumed Thickness of Concrete Slab= 4 in Assumed Weight of Concrete Slab= 50 psf Allowable Bearing Pressure= 500 psf Assumed-Conservative Outside Post Inside Post Bearing Loads On Post= 71 lbs 141 lbs DL 800 lbs 1600 lbs LL+PL 184 lbs 0 lbs EQ Uplift Loads on Post= 0 lbs Resultant Uplift Slab Bearing Capacity- Depth of Post on Slab= 3.3 in Post Width Factored Bearing Load= 2729 lbs Required Bearing Area= 303.72 !n2 17.43 inches per side Critical Section= 3.09 in For Bending Soil Pressure on Crit.Section= 1294.0 Of Along Critical Length Section Modulus= 32.0 in3 Plain Concrete per Foot Shear Area= 29.0 in Conc.Shear Stress= 23.5 psi Allowable Shear Stress= 73.2 psi Shear Stress OK Conc. Bending Stress= 16.1 psi Allowable Bending Stress= 137.5 psi Bending Stress OK I Slab Uplift Capacity- Required Area to Resist Uplift= 0.00 ft2 Length of Slab Req'd= #DIV/Ol ft Assume Full Shelf Width x Req'd Depth Worst Case Length of Slab= #DIV/0! ft Maximum of Width or Length Req'd Distance to Anchor Bolt= #DIV/0! ft Shear Force on 1ft Strip 0 #DIV/0! lbs Allowable Shear Force= 1760.0 lbs #DIV/0! Bending Moment on 1ft Strip= #DIV/0! ft-lbs Allowable Bending Moment= 366.7 ft-lbs I #DIV/01 J 62 LOADING: "M" MIN (3) CROSS AISLE BEAMS 70Ibs PER SHELF MAX 1-TYP M 97 5/8" — --- 4$tie ----- 1 I NO STORAGE ON TOP SHELF y P fi ,:I I': 22' . I95/1G ;I ;a cc , . /s 0LBS I _ o 1 �� 87^ _ �.+-__ , 1 i rtrr i'. " ,: '. PPP PPP H1H 57gr ,1'1j 11111111111114: ?QL BS Attach footplates to grating with 3/8" J-bolts and clip grating to supporting shelving beams below with typical grating clip and 1/4" tek screw ::::.„;17.`:,..;--Z-:";.:;-'0 PROJECT: DESCRIPTION: THIS DRAWING OR PRINT .S SHE PRcERT OF ROUSSEAU METALSALES(CONTACT): FILE:; DIMENSION'S: SCALE: JLR PORTLAND BATTERY RACK&SHEET 'NC. AND SHALL NOT 6E TRACED. PHOTOGRAPHEDPHOTOSTATEU. 1.800-463.4271 138860-6 IN NTS OR REPRODUCED IN AN'+ NANNE, NOT USED FOR ANY PLAPOSE BY SHOP EQUIPMENT METAL RACK WHATSOEVER EXCEPT 6Y WRITTEN PERMISSION Of ROUSSEAU! METAL INC- ANNE-MARIE KEROUAC DRAWING BY/REVISED BY. DATE: REVISION NO.: I.LATULIPPE 3/30/2018 A E( LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TMB ROUSSEAU SHELVING STEEL STORAGE SHELVING CODES: Current Editions of the:IBC&CBC&ASCE 7&RMI Design Inputs: Configuration M Shelving Geometry- Do Not Store Material on Top Shelf at 87" Height to Top Loaded Shelf= Steel Yield Stress= 33 ksi Width of Shelving Unit= S Modulus of Elast. = 29000 ksi Depth of Shelving Unit= Number of Shelves/Unit= 2 Eff. Length.Factor= 1.7 x&y Vertical Shelf Spacing= 60.0 in Avg Unbraced Length,x= 36.0 in Back to Back Units? NO Unbraced Lengthy= 00.0 in Height of Catwalk Level= Type of-Post? Box Post Aisle Width Between Units= Type of Beam? Med Type of Catwalk Beam? Shelving Loading- Maximum Weight per Shelf= 70 lbs Display On Plaque Near Shelving Units Product Load per Shelf= 2.2 psf Product Load Dead Load per Shelf= 1.5 psf Shelf+Beams Weight of Each Post= 8.0 lbs Catwalk Lraading.- Design Catwalk Dead Load= 0 psf Bar Grating+Misc Design Catwalk Live Load= 0 psf Walkways& Elevated Platforms Dead Load on Post= 0 lbs Live Load on Post= 0 lbs Total Load On Each Unit= 268 lbs (1)Unit Full Tributary Load Total Load on Each L-Post= 67 lbs (4)Posts Total Seismic Information- Importance Factor- i. = Not Open to the Public SDC: D -Sds Site class- -F Worst Case Assumed D Sdl Mapped Accel. Parameters: Per Geotechnical Report 5s Fa= 0.928 5m%= 0.907 Sds= 0.604 S1 _ F„= 2.400 5m1= 1.020 Sd1= 0.680 Structural System-ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 a = 2.5 l = 1.0 Average Roof Height= __ ft 0'-0"For Ground Floor Location Height of Base Attachment_ 10 ft Second Floor On Platform Shear Coeff Boundaries= Vm*,= 0.181 Vmax= 0.967 Design Base Shear Coeff= Vt= 0.317 Adjusted For ASD 63 0 EC LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TMB Lateral Force Distribution: per ASCE 7 Section 15.5.33 Total Dead Load per Shelf= 64.0 lbs Catwalk DL= 0 lbs Total Live Load per Shelf= 70.0 lbs Catwalk LL= 0 lbs Lateral DL Force per Shelf= 20.3 lbs Lateral LL Force per Shelf= 22.2 lbs Catwalk DL Lateral= 0.0 lbs 67%of,LL Force.per.Shelf= 14.9 lbs Catwalk LL Lateral= 0.0 lbs-25% Total DL Base Shear= 40.6 lbs Total LL Base Shear= 44.4 lbs LCI: Each Shelf is Loaded to 67%of its Live Weight Cumulative Moment: 7542 in-lbs ITotal Base Shear= 70.4 lbs 'Controlling Load Case By Inspection Height: Load: %Per Shelf: Lateral Force/Shelf: hi= . ._.. 5.9% Fl = 4.1 lbs h2= 64 in 70 lbs 94.1% F2= 66.3 lbs h3= 0.0% F3= 0:0 lbs h4= Oin 0!Ebs 0.0% F4= 0.0 lbs h5= ,,, 0.0% F5= 0.0 lbs h6= 0 ill 0 lbs 0.0% F6= 0.0 lbs h7= ''= .7 0 '',_.. 0.0% F7= 0.0 lbs h6= 0 in 0!b 0,0% F8= 0.0 lbs h9= n 0.0% F9= 0,0 lbs h10= 0;n oib: 0.0% F10= 0.0 lbs h11= 1-., 0.0% F11= 0.0 lbs h12= it 1.1 IbS 0.0% F12= 0.0 lbs h13= 0 in 0 lbs 0.0% F13= 0.0 lbs h14= 0 „ ,w� 0.0% F14= 0.0 lbs h15= 0±_; 0 lbs 0.0% F15= 0.0 lbs h16= 0.0% F16= 0.0 lbs Hcatwalk= 0 in 0 lbs 0.0% Fcatwalk= 0.0 lbs Sum=100% Total= 70.4 lbs LC 2:Top Shelf Only is Loaded to 100%of its Live.Weight ITotal Base Shear= 62.8 lbs (Does Not Control 64 5 C LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TIM Column Calculations- Combined Bending and Axial Post Type: Box Post x y Width= 1.625 in r= 0.658 0.383 in Depth= 2 in S= 0.108 0.058 in3 Thickness= 0.0747 in I= 0.146 0.048 in4 Fy= 33 ksi Ap= 0A41 in2 E= 29000 ksi Aeff= 0.251 in2 Column Bending Calculations- Down Aisle Beam Spacing= 36.0 in Max Down Aisle Moment= 73.0 ft-lbs Cross Aisle Beam Spacing= 36.0 in (3)Cross Beams Max Cross Aisle Moment= 50.9 ft-lbs Allowable Bending Stress= 19.8 ksi Bending Stress Down Aisle= 15.0 ksi Bending Stress OK Bending Stress Cross Aisle= 5.7 ksi Bending Stress OK Beam Tab Connection-Down Aisle Shear on Tab= 243.4 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 9.2 ksi j Shear Stress OK Beam Tab Connection-Cross Aisle Shear on Tab= 277.8 lbs Allow Shear Stress= 16.5 ksi Shear Stress on Tab= 10.5 ksi Shear Stress OK Column Axial Calculations- DL+PL+LL= 67 lbs RMI Load Combination#2 DL+ PL+LL+EQ= 142 lbs RMI Load Combination#5 DL+PL+EQ= 165 lbs RMI Load Combination#6 Column Capacity Calculations- Controlling Buckling Stress= 3.7 ksi Nominal Buckling Stress= 3.3 ksi Factor of Safety for Comp.= 1.8 Nominal Column Capacity= 818 lbs Allowable Column Capacity= 454 lbs Static Axial Load on Column= 67 lbs Axial-toad OK Combined Bending And Axial Forces- Axial Stress Unity= 0.363 Magnification Factor= 0.973 Bending Stress Unity= 0.661 Cm= 0.85 I Combined Stress Unity= 1.0 J Column is Adequate 65 5 EC LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TMB Overturning Calculations Overturning Calculations- Total Weight of Shelving= 222 lbs Load Case 1: Dead Load+67%Live Load Total Lateral Force of Shelving= 70 lbs I Overturning Force of Shelving= 355 ft*lbs IDoes Not Control Total Weight of Shelving= 198 lbs Load Case 2: Dead Load+100%Top Shelf Total Lateral Force of Shelving= 63 lbs Overturning Force of Shelving= 430 ft*lbs Controlling Overturning Force Tension Force per Anchor= 50 lbs Per Side of Unit Shear Force per Anchor= 35 lbs USE: 1/2" Diamter"J" Bolt(or equivalent)to Decking Below 66 5 EC LI PS E Jaguar Landrover 4/30/2018 ENGINEERING Tigard,OR TMS Shelf Beam Calculations Type of Beam: Med Duty Beam Steel Yield Stress= 33 ksi Shelf DL= 1.5 psf Modulus of Elast.= 29000 ksi Shelf LL= 2.2 psf Area of Beam= 0.341 int Section Modulus of Beam= 0.159 in3 Moment of Inertia of Beam= 0.166 in4 Product Load per Shelf= 70 lbs Shelf Beam Distributed Load= 7.4 plf Maximum Design Moments= 59.0 ft-lbs Maximum Design Shears= 29.5 lbs Beam Bending Stress= 4.5 ksi Beam Shear Stress= 1.0 ksi Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Bender Stress Unity= 0.225 BencrIng Stress OK Shear Stress Unity= 0.079 Shear Stress OK Max Allowable Deflection= 0.533 in L/180 Maximum Beam Deflection= 0.141 In Deflection OK Tab Cheeks Thickness of Tab= 0.375 in Post Moment Shear on Tab= 243.4 lbs Beam Stye:&on Tab= 29.5 lbs Resultant ri_ 2A 1 41.. 19c5ialiaarI..)fl aT- c,5.� 1u� Allowable Shear Stress= 16.5 ksi Shear Stress on Tab= 9.3 ksi Shear Stress AK 67 LOADING: MIN (3) CROSS AISLE BEAMS 400lbs TOTAL/ lshelf=400Ibs per Shelf -TYP PSF =400/(8*4)= 12.5psf _ ___ NI 0 tl---- -- . 97 5/8' - i" ge _____ _____I ' i t i 11 , NO STORAGE Ce)ll.,1-=ILL...F.Lm.w.a..._F „ ,,, l I 1 i . . ) NO STORAGE ON TOP SHELF .'l v . Asmiaamma",----i-T --1- ,. ,, , AIIIIIIIIIIIImi.:i .:1 .n ., ' 1 - : P.1 ____ __....---- ,n_ 82" i t.t ,-----1 73 5/i G' .„_;,_*_------.9_......;.;*.-- -;;--;_______y ix ,. 1 1 CIA ' GC 5 r folingw,---,..5.-------__ _.7.5.--_—____-i c ac 8 1?i , II4 Z; '1 91 ) 1 1, 1 IF ,,..i y , , , ,, 4 1 „ 11 „. 11 , i,;, ,::, 1 :, ki „ . ,, ,i 1 , ,, ii 11 P. . .1 1 -•- • '.1 11111100r, _ _., j _ _ --,......,....,-....-...,,:.n,-1-rzz.,:-.,z--7Z.,-,:z..-1r-,,.:-71.,;;_'•...;::-.::zz..-. . __I____ , --t-_,--7-..:''' ,,,Z=.7.----t-4...-- ".---------:!--'.-.,_=-', --1..-'- - - _______---zi -• ------------ ,; .......--- . .,., Attach footplates to grating with 3/8” J-bolts and . clip grating to supporting shelving beams below with typical grating clip and 1/4" tek screw . , - PROJECT: DESCRIPTION: SALES(CONTACT)- FILE: DIMENSIONS: SCALE: •-------• THIS DR4WING DR PRINT IS THS PROPERTY OF- ROUSSEAU. METAL ' LH PORTLANDNC. AND SHALL NOT BE TRACED, PHOTFoR AFIPUO OGRAPHED. PtiMSTATED. 1_8004634m 1988&-7 IN NTS 7,f-,t-4:::42.2v, OR RERRODUCED NI ANY NMWEN, NOT USED Y IRRSE .01.10111/ WHATSOEVER EXCEPT BY WRITTEN RACKING BY SHOP EQUIPMENT MINI- PERN(SSION OF ROLSSEAU kArAL INC- ANNE-MARIE KEROUAC ,DRAWING BY/REVISED BY: DATE: 'REVISION NO.: 1-,' ,,,,:7,,,,,A,0 I.LATULIPPE 4/16/2018 A ______ LO.,ADIN,G: ___.,... _ ----",. MIN (3)CROSS AISLE BEA 200lbs TOTAI -TYP ... 1 Does Not Control -Ok by Inspection ____-1 --- ----- .4.,5 5/8' ----------1,----48 1/2'--- 1---- 1 t --"L•,-244"---r 2414 -_„.1! ;I I , , il li ; 11 -,,. . ..i 1 4 I ; i It 'I -, Ill • L--11 • , . i '• ila F ; ; •, 'I k , - ,,,, , 1- ,4,1,, ,, ',4 g. VI i , r i , ' Nil I' ' ._—_—....._..• 122 3/4" CR - ;----1Ic, 2 " CC I :3 I!p, ' li , li,. )) r r). -----------.1 ' • ' T ill ,' II' -1 Imo-. IM -'I-I''.411 0 Lur, __L - _ - i 1 P • 'riloi Qc Ty? ,,;loilia,...lilt '1101H Ill 4 3/4 CLR, Pf-P . ' * '4: '!I '1' .1. : !,!1. '41 a-rs I 4 1 1 I . 1 _cirr:, •--- --- -F--" 1,., — 1:1 ( lib''1' ) - --t-- 1"------ I r ftL -mi.,... r. _ ir-- , e ---.2..--:-- -- — —1..............4,1 ,113.. .i a • __:--- „,> r4 i=".--_,TH....„....ra, k ---,N,-.•••„,„c ''':' --'„, ,, .i,'IT-1 , • i - i -- -'1-''' 1 yr.-_,..,. _i_ -,,,,'F----------_-.:-=_-----_-------- I ii-LT-2----- PBOJECT: DESCRIIMON: SALES(CO NTACM FILE: DIMENSIONS: ,SCALE. 1,1,s NRAWIPIC OR Pf-IN f IS THE PREPERDY Or F'01,,,SZ,A),p ),),,t7AL 3 REPRODUCED JLR PORTLAND N-. AND SHALL NOT HE TRACED, PHOTO.;PAPHED, eNriCTUSTATU'', 1-800-463-4271 198860-8 IN , NTS Er) It) ANY MANNER, NOT USED FOR ku,Pi.giwo:-.,:: Y SHOP EQUIPMENT MOULDING RACK ViN•OrS';',Er'RE e)CEDT BY WRITTEN PERMISSION OR RELT.r•TrE.AT) M`i:TP-). NO ANNE-MARIE KEROUAC DRAWING BY'REVISED BY. DATE ,REVISION NO. —.......... I.LATULIP _ ____ PE 3/302018 A —____ 0 EC LI PS E Jaguar Landrover 5/2/2018 ENGINEERING Tigard,OR TMB Shelf Beam Calculations Deck Aisle Beam Type of Beam: Deck Support Beam Steel Yield Stress= 33 ksi Deck DL= 10.0 psf Modulus of Elast.= 29000 ksi Deck LL= 125.0 psf Area of Beam= 0.658 in2 Beam Span= 4 ft Section Modulus of Beam= 0.750 in3 Beam Tributary= 4 ft Moment of Inertia of Beam= 1.501 in4 Total Load per Beam= 2160 lbs Shelf Beam Distributed Load= 540.0 plf Maximum Design Moments= 1080.0 ft-lbs Maximum Design Shears= 1080.0 lbs Beam Bending Stress= 17.3 ksi Beam Shear Stress= 1.6 ksi Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Bending Stress Unity= 0.872 Bending Stress OK Shear Stress Unity= 0.124 Shear Stress OK Max Allowable Deflection= 0.267 in L/180 Maximum Beam Deflection= 0.071 in Deflection OK Tab Check: Thickness of Tab= 0.375 in Post Moment Shear on Tab= 0.0 lbs Beam Shear on Tab= 1080.0 lbs Resultant Shear= 1080.0 lbs Allowable Shear Stress= 16.5 ksi Shear Stress on Tab= 3.2 ksi Shear Stress OK 70 i EC LI PS E Jaguar Landrover 5/15/2018 ENGINEERING Tigard,OR TMB Stair Framing Calculations Type of Beam: 10" x 3-1/2"x 12ga Stair Stringers Steel Yield Stress 33 ksi Stair DL 10.0 psf Modulus of Elast. = 29000 ksi Stair LL(Exits)= 100.0 psf Area of Beam= 1.756 int Deck Elevation= 8.3 ft Section Modulus of Beam= 5.221 in3 Beam Length= 15.4 ft Moment of Inertia of Beam= 26.110 in4 Beam Trib Area = 1.5 ft Beam Distributed Load= 165.0 plf Maximui.Design:Moment.= 4870.3 ft-lbs_ Maximum Design Shear= 1267.8 lbs Beam Bending Stress= 11.2 ksi Beam Shear Stress= 0.7 ksi Allowable Bending Stress= 19.8 ksi Allowable Shear Stress= 13.2 ksi Bending Stress Unity= 0.565 Bending Stress OK Shear Stress Unity= 0.055 Shear Stress OK Max Allowable Deflection= 0.768 in L/240 Maximum Beam Deflection= 0.273 in Deflection OK 71 5 EC LI PS E Rousseau Shelving 5/15/2015 ENGINEERING Guardrails RVC Guarxlrail Beam: 2x2x16ga Top pail Beam Span- Lr:= 6•ft FY:= 36-ksi Point Load on Member- P:= 2001b E:= 29000•ksi Maximum Design Shear- V:= P=2001b Fb:= 0.6•Fy=21.6.ksi P.4 Fv:= 0.4•Fy= 14.4.ksi Maximum Design Moment- M :_ — =300•ft-Ib 4 Beam Section Properties- A:= 0.4656 int I := 0.2923414 S:= 0.2923•in3 Z:= 0.3388 143 Actual Bending Stress- fb := Z fb= 10.6•ksi if(Fb>fb,"OK" "NG") = "OK" Actual Shear Stress- f := V fl_=0.4-ksi if(F, >f f,"OK","NG") _"OK" A 13- 3 Total Load Deflection- a 48 E•I =0.183-in 0 =392 OK Pf:= 0.84 Rail/Post Stiffness Reduction per Guardrail Post: 2x2x16ga ANSI/NAAMM AMP 521-01 Beam Span- L := 3.3-ft Fy:= 36•ksi Point Load on Member- P:= 200-1b-Pf E:= 29000•ksi Maximum Design Shear- V:= P= 1681b Fb:= 0.6•Fy=21.6.ksi FV:= 0.4.Fy= 14.4ksi Maximum Design Moment- M :=-P•Lp=554.4-ft•ib Section Properties- A-_ n 4656 2 . 0/�2923 •n4 S n 2O234:3 Z._ 0.3388413 tt.- V.TVJV'll l I.= II.L�LJ-111 := V.LJLJ 11 .- Actual Bending Stress- fb := Z fb = 19636•psi if(Fb>fb,"OK" "NG") ="OK" Actual Shear Stress- f,,:= A f„=361-psi if(F„>f,,,"OK","NG") ="OK" PPf•Lp3 LP Total Load Deflection- A:- =0.345.in — = 115 OK 3•E-I a 72 :`...,x ler..• A .FRAME t.,_ bag,TA•TVIRINIV,Mihops•wrEeeslawcno la Of flter& , HATOIT.C.PTUTRILMECRUML LINEC.NETI-ERMX OF STARS UN MEI .A.,..• '...* `e.' ATTI ' SMTIRCFST ' ',/ '''W"'L)" N._ •T• \ r 1,-,,,,,,„,-,- , -,..., I 1 Y\''%5",. -%^",`..- I I t,55,>,...",;• HANDRAIL TO POST DETAIL A I 1.-\\\`;,-,l,,, c... A TOA ViFIP NVIr leCTPANM , ' I r‘:''''•••5I.-'‘'I 'II'. ".IIII"‘"." 1100..... SC, I t\ I I‘,'•,,‘,.....1.,.., .7. 1=i1 r....111111. • Ittl:TR,. I Wilmillie w t. ,,, ,I.',..!....,-",,i, Milk f ta. Atli,.1 LET•iLe ' r'''‘'‘',',;C. = 1. Ng ill II ... MI EIC :pi si: w_ of MB Me LAO., ,- r TAR (8,..1.%-MK .4111hopr g RENT VE01 rR.,1 VSA ,,,,,,,,,,,,E, S / "0 / PEPFLAIT / TIVE.A.CAvOTH•1-0 / VIEW **NOTE,FASTEN THE TOP OF RO4D WIDE A-A THE FRONT UP OF THE UPPER TREAD PLAN TOP STAIR CLOSURE DETAIL THRLY TI-E(4)PILOT HOLES&04-SIDE OF THE BACK LIP OF THE LOWER TBEAD AS Nam,INSTALL TOP STAIR CLOSURE(TSC.) SHOWN g NOTE THE UPPER APPROACH AND THE LOWER TREAD OF AND TOP AND BOTTOM TREADS BEFORE EACH STAIR SHALL SE MARKED BY A STRIP OF RAISING STPJNDERS TO DEcK co -2-i-_ EACH, CLEARLY CONTRASTING COLOR AT LEAST 2 INCHES il WIDE PLACED PARALLEL TO TIE NOSE OF THE STEP OR LANDING.THE STRIP SHALE BE OF A ATATERIAL I I A 40, B . 2,2,14G/TVI' THAT IS AT LEAST AS SLIP-RESISTANT AS THE OTHER•' , I TREADS OF THE STAIR PER CBGICA 2016 EDITION Dt...131.4.ATE (CA ADA 11E1-5044A) nak,41 i' 2,2,16011, W.VI , STAIRWAY S SS THAN 50 PEOPLE CBC SECTION 10112 EXCEPTION I POST"TYP ,r ..... YP •ff SKY. r. I .x...-,,V n. EVD/V1.1. ,..., r.ZUSSET =a/II-WEI.ASS I • i DrrAt,(0 1/1$1MOr'IAEA, ..'. 3fett,CART.IPOt IFOT.T• A NUT m k.i.l.WASHER ' ' •LOOS NIASTITIT Na ' 71..806 SECTION 13-S ' ,,, N, MAIL CD GOSSETT WELDING DETAIL • Allinnitli'- ....k. Illr-Allikijia'I PI • 0' 6 ,i\ _amid N. I mar-m,..t• M...M,Zro" NOM....9.,WEIDS ARC mgrLC OF STRINGER .'..1 NitillEY' ' ,.... , VIIII NimiLkii.w m I r TOP CONNECTION 0 FRAMING •.,. N.W.I. 111.111111211111b., 5. 3,1x0-..1fIATAVASFE, •,S...t.t<VTAT*LITT ',..'....,, ' t2Y,1.00,..LE , ae accr.(2)...NDeR 5 i STAIR c9NNecnori 0 LANDING 4INTSHIS 4.PITER 11.1E A41 1 r oo /CR OF., 41111166‘411111106 .,,C, -• X ;1111111111111111 lir'I • 1W-SADVPOTN 0-12 hainiffia le I •Ir 11 III 'WY 4,...,V.ICA El i ,f,s1;1/ , ;w ', ®, -,.. .r SM11.11 I t / \ ",.. 311-.5 /V5/V 1111Pr .,...te its,4'VV5Ja AITLHOti If.4E04 I..3.STEL PI ATE SECTION A-A STEEL,,,,k Si4E el All/VOR 0511/VMS so,R.enfv1w6,0sLE-Ry STAIR TOP CONNECTION OVER COLUMN T • _,... N • _.,S FCP-2--3--7 RAIL NOTE:GUARDRAIL HEIGHT CONFORMS TO 2"x 2"x 1660. IBC 2015,SECTION 1015.3 POST,TYP. OPENING BETWEEN RAILS CONFORMS TO IBC 2015,SECTION 1015.4 EXCEPTION 3 (4) "0 A307 MB.'S 2"x2"x 16GA. BASE PLATE, 21 4 "LONG w/NUT& POST,TYP. BAR TYP. (2)WAG-4ERS,TYP. P 4*.A, ... GRATING Ail - POSTS SECURE KICK OAT wg#10x K � ° @ 2„ WWII NM ., °EIZ .° Mlle (O �7 COMPANION PHILLIPS HEAD TEK @ 24"MAX, 1Ys"0 SLEEVE, — — - - PLATE,TYP. BETWEEN POSTS. , 1%"PIX 160A. TYP. 1�"0x 165A. I 'GAIN.TUBE,TYP - GALV.TUBE JOIST,TYP. tYz"O.D.x RC --STRUT,TYP. 2"TUBE A�� I ��f O � . �' GMAW. ...gI�. \ #8 LATH TYP. y.•IF PARALLEL TO BAR GRATE HEAD TEK NOTE:USE STANDARD WASHERS ON TOP OF BASGPLA7E. LOCATE L4x 4x 160A,KICK PLATE& BAR POST BASE PLATE AND FIELD DRILL GMAW,TYP. ! \ GRATING /e� FOR BASE PLATE POLYS. Y � Q ■O M 45c 4"x 1600. COMPANION UAF4DRAIL POST KICK PL. PLA1E,TYP. BASE PLATE ,c- L4x4x 16GA. GMAW,TYP. 1 KICK PLATE Y I 6"x6"x "THK. ua.MI.., I POST BASE w/(4)yz'0 HOLES TVP. (PT-4M B"x Ex IL _- `v PERPENDICULAR TO BAR GRATE W0,44..5307 I 11tx8^x%"THL) — w/NUT&(2) WASHERS,PIP. PT-I PT- PT-3 PT 4 PT 5 PT 2M PT-3M FRAME, TYP. DETAIL,,.,,P8ARDRAIL DETAIL / BAR GRATING M2L:GUARDRAIL HEIGHT CONFORMSTO 2"x 7`x 16GA. IBC 2015,SECTION 1015..3 POST,TYP. 201ENING 16,SB IONENi PALS RAILS CONFORMSTON3 TO ----\\ ' ECT (4)%"0 A307M.8.'S 2'x2"x16GA. 116"COMP DECK 4`LC/NG WI NUT&(2) POST,TYP. WASHERS,TYP. '+,„. ---- N M SECURE GIC COMP-DECK UNDER fr • ., SECURE KICK PLATE&DECK �p r'"" FLASHI i GUARD RAIL POSTS 06•-6"O.e. ! .`"``^., Iwo SLEEVE. I •,F_.. .. .,. c %: .s,.._...�_ �._ 1 __. :. vet#8x 1"LATH HEAD T'EK a 24^ C.--,..:'''',., §pX 76GA TYP. ///''' 1`74"(b7 16GA. L.i MM.BETWEEN POSTS. / GALV.TUBE JOIST,TYP. 131"O.D.x "+,, )"t tli--t- \ STRUT.TYP. 2"TUBE 01� ^GALV':TUBE,TOP . .3 E_ } :i,,, l h. PARALLEL TO{3-DECK F.AAOTEIi rrP. >s I =' t II i 1 I R 9 i k 11 ',INOTE:USE STANDARD WASHERS I ; I ) _-_,- ON TOP OF BASEPLATE: 1 I +5 } { s i 1/�"COMP DECK . LOCATE L4x 4x 16GA KICI.PLATES dNAVA,'TYP. Iiie..I M ( \.1'. _., Y {-..., i -... k 1 [ ; �� - ---:7-W2--= — L2x 2Xx 22GA.FLASHING UNDER GUARDRAIL r ��` 'i+ e %...' p _-I �.'' <o kq POST BASE PLATE AND FIELD DRILL ' N I I C �, I i FOR BASE PLATE BOLTS. C; '. ' F i I V 4'x 4'X 10GA. I 1 ; I + d NOTE USE FENDER WASHER UARDRAILBASE PLAT NOCK PL y 1 II I { ± M i f AT UNDERSIDE QF DECK. .E I \ 'i I i " y L4x 4x 16GPr. Ca'MAW,rrP.}. R I 7 f s 9 KICK PLATE /"4 I QQ 'S i I f l Imo. 6"x6"sic'THK. H i I I ! j Yissgy OOOM01, POST BASE,w(4)Y"m _ 11 , ; ; C H I I 1 IF IT T HOLES TYP, y PERPENDICULAR TO B-DECK 0x a" L2x z)cx 22GA 1 (PT-4M 0"x 8"x f 3 PT-4 WASHERS,TYP.'—' SLASHING PT-�. P 111111 IT-2 PT: •oim�se.-_ wrNUT a(2) T 4 PT-5 PT 2M PT-3M FRAME, v TYP. ARDRAIL DETAIL / 1Ya COMP DECK DETAIL_I`�� • /-EDGE OF FRAMEB { A 7EA - (4y"'?END PLUG(MASTER (2).1$G"?x 14GA �r `-SLIDE GATE - ) NALCO 11210)"INSERT ONE @EA. RAIL;FIELD CUT TO 6 END OF GUIDE RAILS_ SIZE i I's �.� , sU �� i KMCKPIATE ip �., L . PT-1 PT-I PT-2 P'I'3GSL PT-1 -.. (2)SAFE-I LINE TRACY BRACKET MASTER HALCO(2)018569 TO GUARDRAIL Ca 3 POSTS TOP& .._ _.._ 1 BOTTOM SET TO MATCH WHEEL LOCATION ON GATE. TOP VIEW 0 �' �� ADJUST(2 EA.)5" GROOVE � 17-WHEELS(MASTER NALCO ," 018122),TOP WHEEL TO TOP OF I E ! E ,,,///```OFFSET __ I UPPER GUIDE RAIL,BOTTOM �. TOP VIEW • //f LOCK MATCH O WHEEL TO BOTTOM OF LOWER )"0LLFSOLT r"" (MASTER NALCO 017371) ��' GUIDE RAIL. 'fit- BRACKETMel r* I 1s, I':, ' SECTION E=E GUIDE RAIL 'SAFE-T STOP ��I, r ,�2'x 2"x 16GA. 1 SIDE VIEW / 7:01:ViEVI.I. FRONT VIEW 11 4t��; POST,TVP. DETAIL A ' DAIL C �� 1 BRACKET DETAIL \\\ „ ` �" HEEL per.„1 ASSEMBLY Y I `� , I�" if� ,, ' ..x..11 TOP VIEW .. v MASTER HA40o ''" —SAFE-T GATE STOPS ASSE�ItABLY, (d)018569 TOP VIEW 1 GAre ., POST Ire GATE rBOTTOM RAIL VIEW B-8 VIEW A-A afri " 111111111311E11 '1,:- P i SIDE VIEW SIDE VIEW FRONT VIEW DETAIL B DETAIL D GATE STOP w/BRACKET DETAIL 6"WHEEL ASSEMBLY I, 1 s Design Maps Summary Report https://earthquake.usgs.gov/cn1/desigum:aps/usisuni-na y.php`to ip1ate Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.45213°N, 122.78303°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III *HiltsOr> order tare Beaverton tflI 1 S !-C llgar 4.1 tl ialtir't. !f. ' , Shim* ' K USGS—Provided Output S5 = 0.978 g SMS = 1.085 g Sps = 0.723 g Si = 0.425 g SS,L = 0.670 g Sot = 0.447 g For information on how the SS and S1 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. NICE1, Response Spectrum 'Design Response Spectrum \\\\\_ i'rreod.'t'i cr) Nene .T txn i 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. 73 1 of I I/`51-)filk 1•SQ PR 11 www.hilti.us Profis Anchor 2.7.3 --------------------------- --------------------------- Company: Eclipse Engineering,Inc Page: 1 Specifier: Robert VanCamp Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 5/31/2017 E-Mail: Specifier's comments: Input data Anchor type and diameter: KWIK HUS-EZ(KH,,EZ)3/8(2 1/2) r Effective embedment depth: hc,aot=1.860 in.,boon, 2.500 in. fir`: : Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/1/2016112/1/2017 Proof: Design method ACI 318-14/Mech. Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fce=2500 psi;h=4.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(b)) Shear load:yes(17.2.3.5.3(a)) Geometry[in.]&Loading[Ib,in.ib] Z NOTE: SHEAR AND TENSION FORCES ARE PROVIDED TO CALCULATE ANCHOR CAPACITY -REFERENCE THE CALCULATIONS rFOR ACTUAL V & T AND UNITY CHECK 0' 1.00 0 3 x input data and results muSt be checked for agreement won the existing conditions and for plausibility! PROFiS Anchor(n)2003-2008 HMI AG.FL 9494 Sehaen 141111 is a registered Trademark of Hliti AG,Sehaan 74 ,_64 , s. www.hiiti.us Profis Anchor 2.7.3 Company: Eclipse Engineering,Inc Page: 2 Specifier: Robert VanCamp Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 5/31/2017 E-Mail: 2 Proof ! Utilization (Governing Cases) Design values[tb} Utilization Loading Proof Load Capacity P,I D,[%] Status Tension Concrete Breakout Strength 300 1051 291- OK Shear Pryout Strength 100 711509 -/7 OK Leading C -- - Utilization fi,,v f%] Statue Combined tension and shear loads 0.285 0.066 5/3 _-- 14 OK .._ Convert to ASO = 3 Warnings Multiply by 0.7 • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained In the software concern solely the use of HMI products and are based on me principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the-calculations-carried out by means of the-Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,It applicable,carry out the updates of the Software offered by Hilti on a regular basis.It you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and For plausibility! 75 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.7.3 Company: Eclipse Engineering,Inc Page: 1 Specifier: Robert VanCamp Project: Address: Sub-Project t Pos.No.: Phone I Fax: i Date: 5/31/2017 E-Mail: Specifier's comments: Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) Effective embedment depth: h„,,€e:t=2.000 in.,h„d,,, 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 SAFEzET Issued I Valid: 6/1/2016 1 5/1/2017 Proof: Design method ACI 318-14/Mech. Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base ittaterial. cracked concrete,2500, 2500 psi;ft=4.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(b)) Shear load:yes(17.2.3.5.3(a)) Geometry[in.]&Loading[ib,in.lb] NOTE: SHEAR AND TENSION FORCES ARE PROVIDED TO CALCULATE ANCHOR CAPACITY -REFERENCE THE CALCULATIONS [FOR ACTUAL V & T AND UNITY CHECK 8t o c 0 . X Input data and results must be checked for agreement with the existing conditions and lar plausibility! PROFIS Anchor t,< )2003-2009 Hitti AG,FL 9954 Schoen HAM is a registered Trademark of Hilt!AG,Schaan 76 www.hilti.us Profis Anchor 2.7.3 Company: Eclipse Engineering,Inc Page: 2 Specifier: Robert VanCamp Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 5/31/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity oN I(iv[%] Status Tension Pullout Strength _ 300 1107 28/- OK Shear Steel Strength 1001466 -/7 OK Loading 13v _._v Utilization t v[%] Status Combined tension and shear loads_ 0.271 0.068 5/3_-.. 13 --.OK_.._. Convert to ASD = 3 Warnings Multiply by 0.7 • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained In the Sonware concern solely tile use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilt!-product. The results of the calculations carried out by means of the Software are based-essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. • Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,It applicable,carry out the updates of the Software offered by Hitt)on a regular basis.It you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by;you. --------- -------------------... --------------- -------- ---_-- ---- ---..._......--------- Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 77 Free-Space MezzaninesTm Equipment Platforms PC �, FCP General Contracting,Inc. Specialized Structures Committed to Quality Let us euro your business Proposal#: 23061 Revision•# Date: May 8,2018 Page 1 of 4` CUSTOMER INFORMATION: — — PROJECT INFORMATION: Name:j Shop Equipment Co,Inc. Name:I Jaguar-Land Rover Address:, 21504 Bents Ct.NE Address: City,St,Zp: Aurora OR 97002 City,St,Zp t Portland,OR ---- — Attn:' Paul Jones Contact: Phone: 5{14 4521-2794 Cell; Pyne: Cell: Fax:[I Fax: Email:1 pawl@sbopequipmentcoinc.conz Email: Project Type: Accessories Width: 33'-8" Length: 6Y-9`1/2" 1 Project Area: N/A I Live Load: 125 psf { Top of Deck; 8'-5 5/8 Clear height: N/A Y Weight: 2440 lb j Dead Load: 12 psf Primary Structure Price: $ 13,823.80 See Below for Accessories,Engineering,Freight and Installation Platform Accessories: Included Refer to page 2 for description and quantities Building Accessories: N/A Refer to page 2 for description and quantities Structural engineering: Nut; Includes four(4)sets of submittal plans and calculations,stamped by a State licensed Civil Engineer. And three(3)sets of revised plans after Building Department review. Footing Engineering: Not Inc. If footings are required,engineering calculations and details will be included in submittal package. Freight: Included FOB-FCP.Inc.Wildomar.CA. Freight estimate is subject to fuel surcharge.A$250.00 Will-Call charge will apply to customer arranged freight. Installation based on non-union/non-prevailing wage rates. Priced based on area free and Installation' Not Inc. dear,no obstructions. Installation during regular hours at ambient temperature. Electric 110 outlets within 100'radius. Trash container available for use. Cost(s)associated with special i— — —Linspections not included. —— — — — ----- — — - 1 Sales Tax:Exempt with current CA resale card on file. Buyer is responsible for remitting Sales Tax: i Not Inc. !out of State sales tax. Sales Tax must be added if installation is purchased.Includes CA ',Special' Assessment on Wood Products(1%)ifapplicable. 1 Optional Prices If Needed: System Designer: Matt Born Customer Signature: Date: Sales&Engineering: 4125 Market St.#14,Ventura,CA 93003 • Attn:Matt Born • Phone:(805)684-11.17 ext.206 Fax:(805)684-3188 • mborn@fcpmezzanine.com • www.fcpmezzanine.com • CA Contractors License#847398 Free-Space NfezzarriuesT"t Equipment Platforms ,Inc FCP General Contracting,+nc. Specialized Structures Committed to Quality Let us earn your business Proposal#: 23061 Revision 14 Date: May 8,2018 Page 2 of 4 Customer: Shop Equipment Co,Inc. Project: Jaguar-Land Rover Material Description Quantity. Stannard Accessories Dest tipiia'n Quantity IBC/ADA Sulks w/Diamond Plate-Galw-36"Treads,2-Rail(Square Putt)Guardrail,and All Galvanized 8 ft- 5 in Top of Deck 2 Each Standard(4'-0 x 5'-0)Landing with 1 Each 2 Rail Square Post-42"I-{..Galvanised Guardrui 1 116 Lin Ft 6'-0"Slide Gate with 2 Rails-Galvanized 1 Each Unless otherwise noted,The following harts are ext'ludediilom Ibis contact:Cwsrcte-work,concrete anchors,permitting aervicas,petmit fees and assessments,special inspections, EXCLUSIONS: fire sptlttkker s.electrical,plumbing,painting,and any other trades not herein specified. Unica specifically stated,the project haw not been quoted to cotnpty with the 13tty American Act 10%.Upon.Recerpt of Order 60%Upon Release for Fabrication 1-1JZ%,pec monUi.(1!l%par annum)finance charge will be applied to put dun balances. FC 4S: 30%Net 30 OAC from Date of Delivery Please remit payments to FCP,Inc.,PO Box 1555,Wildomar,CA 92595. This quotation is valid for 30 days.Due to projected steel increases project delays may result in price adjustments,refer to item 04 in Terms&Conditions for details.Changes made by the customer or Buiiding Department after order acceptance will he billed to the customer at the rate of$250.00 per hour for engineering and may result in a corresponding NOTES: change in the project cost. it is understood that Steel pricing is currently dynamic,unpredictable,and cannot be hedged due to tariffs and availability shortages. If Steel pricing increases by more than 10%during the 30-day period from the transmission of engineered drawings described above,then pricing will be based on steel costs in effect on the day a project is released for production. Estimated Approval Drawing Time: 5 Working days from receipt of signed proposal. LEAD Tfl%fl Estimated Eaglttw#ng'time: 10 Working days from receipt of signed approval drawing and requested information. Ratimstad Fabrication UDC 8 Weeha Rom Release for fabrication. BY fNM:JUNO BELOW,1 IL41 E READ.UNDERSTAND..4,AiD AGREE TO T/IE TERMS AD CONDITIONS dS SETFORTH ABOVE AND ATTACHED TO THIS AeJtEENENT ON PAGE 3.0 4. Customer tnittal: Date: Sales&Engineering: 4125 Market St.#14,Ventura,CA 93003 Attn:Matt Bom-Phone:(805)684-1117 ext.206•Fax:(805)684-3188 -mbom@fcpmexzanine.com• www.fcpmezzanine.com CA Contractors License#847398 Free-Space iVIezza, inesT`t Equipment Platforms FCP Contracting,GenerafInc. Specialized Structures FCP, Inc. Corroniftet!to Qunliq, Let u.v earn your huaincss Proposal #: 23061 Revision# Date: May 8, 2018 Page 3 of4 Customer: Shop Equipment Co, Inc. Project: Jaguar-Land Rover TERMS AND CONDITIONS 1. PARTIES TO AGREEMENT: This Agreement(the Agreement)is made by and between FCP General Contracting,Inc.and FCP,Ins.,California Corporations'. ("FCP"),and the Customer as identified in this agreement( Customer ). The purpose of this Agreement is for the sale of FCP s proprietary line of framing systems buildings,(hereinafter collectively FCP Products and to set forth the agreed upon terms and rules which will govern the relationship between the parties. 2.TOTAL PRICE: The Total Purchase price shown in this agreement is for a Complete Framing System or components("Materials") and limited to what is included Sunder the Project Description,and Included sections. - '3.FREIGHT: Unlessotherwise specified,FCP'sprices are F.O.B.Wildomar,CA. Customer arranged freight will be charged a 5250-will-call fee. FCP shall not be ;liable for delays in,or failures of,delivery due to causes beyond it ;t. QUOTATION VALID: This quotation is valid for only 30 days from the date of the proposal shown on the first page, If amines sloes not have.a confirmation ?that FCP has received an executed copy within 30 days,then Customer will waive all enforcement rights to this document. Customer has a maximum of thirty(30) /days from the transmission of engineered drawings and/or foundation drawings to obtain any permits and/or approvals necessary,including but not limited to;any plan; 'check revisions that may be required by Customers local municipality,loan approvals and/or contingencies, and to release the project in writing for production.' Projects not released for production within this time period will be subject to any general price changes that FCP may put into effect while the project is delayed. It is understood that Stott pricing is currently dynamic,unpredictable,and cannot be hedged due to tariffs and availability shortages. If Steel pricing increases by more than 10%during the 30-day period from the transmission of engineered drawings described above,then pricing will be based on steel costs in effect on the day a project is released for production. ?5. TERMS: Please refer to page 2 of this proposatfor specific payment terms. ?6. REQUIRED TO BEGIN PRODUCTION: Signed Proposal thereafter becoming an agreement. Signed Terms and Conditions which is attached herewith as ExhibitA. Signed.Deeign Lay mit-attthorimtion which is attached herewith as Exhibit B. 20%of AgreementAm ount Pay meat 7. CANCELLATION: In the event of cancellation or Seller's termination of this Agreement;Buyer agrees to pay Seller for any and all costs and damages ;occasioned thereby,including,but not limited to,Seller's expenses of order processing,engineering, detailing,purchase of material, fabrication and sales commissional S and applicable incidental,consequential and lost profits damages;provided,however,that in no event will the amouncpayable by Buyer in connection with same he-less !than 20%of the agreement amount 18. CHANGE ORDER COST: Buyer may malt requests for changes or add extras to previously approved plans or specifications noted in this Agreement for any/ ;reason including,but not limited to requirements of Customer s local building department. If Seller is willing to comply with such request, Seller will indicate its? 'willingness by preparing a written change order delivered to Buyer at Buyer's address set forth on this agreement.Such change order shall state the change(s) to be' made as interpreted and approved by Seller and the increase(s)-or-decrease(s) in,the agreement price and manufacture/construction dine resohing front such change(s).Such change order shall become a part this Agreement and the parties shall be bound thereby as though the terms of such change order had originally been ,incorporated herein. I9. EXCLUSIONS: -Unless otherwise indicated under:the Inclusions Section,this agreement does not include i)(trading,fill or dirt workof any kind. ii)`Footings,special ?base plates,or slab, iii)Any utilities to structure. iv)Electrical, fire protection system,or fireproof insulation,v)Painting of any kind. Note: Unfinished lumber ;products should be treated and maintained. vi)Permits,Permit fees,Special fees(i.e.Business License,etc.), Special Inspections(i.e.Welding, excess engineering,; 'soils,etc.) 1 10. DELIVER'S'AND.FAii,URE TO ACCEPT:.Upon completion of fabrication by ice,Customer will be given 48 hoursnotice,by phone,to pickup the order ora ;schedule a delivery date. In the event Customer does not accept delivery within 5 calendar days of this notification,payment in full in the form of a CASHIER Si 'CUECK roust be made within 30 days from the notification date or a penalty at 1 %of the total purchase price will be added to this agreement and each successive 30' !day period which Customer does not take delivery of or pay full balance due after notification. Customer agrees that any accrued charges mustbe paid before" isb.rpment of materialscan take place. I.i.:S"TORAG E: In the cuentthe Customer wishes FCP to store the materials and,if FCS''agrees-to:store (based on storage capacity available),Customer shall pay fore materials within 30 days of notification with payment in the form of a CASHIER S CHECK. Customer further agrees to pre-pay a storage fee of 10%of the total, purchase price on the sixth day for each 30 day period(or portion thereof)that Customer does not take delivery or pay full hal nee due after notification by phone_ 12. DELINQ UENCY: Any amount of the total purchase price remaining unpaid when it becomes due and payable shall bear interest at the rate of 18%per annum? or the highest rate allowable by law. In the-event.thattustcmer fails to pay any portion of the total purchase price when it becomes due,Customer agrees to pay FCPI any expenses,including attorney s fees,court costs,interest,and any other reasonable expense incurred in the collection of such fees. 13. PERMIT RELEASE: Customer hereby agrees to release,indemnify and bold harmless FCP, its officers,stockholders,independent representative or employees from any past,current or possible future liability in relation to any and all permits required by any governmental agency for any project. Customer understands and agrees that FCP and/or FCP s independent representatives have informed Customer that,Customer is required to obtain said permits directly as Owner Builder or through its general contractor,as applicable. Customers Initials:. : Sales &Engineering: PO Box 1217 Carpinteria,CA 93014 • Phone:(805)684-1117 • Fax:(805)684-3188 • sales@fcpmezntnine.com • www.Scpmt anine.com • CA Contractors License#'847398 'c TERMS AND CONDITIONS CONTINUED Page 4 of 4 t r14. DISCHARGE OF DUTIES: Customer agrees to discharge all of Customers responsibilities in a timely manner so as to permit FCP to complete its work in a !timely.and orderly fashion,based on:the schedule established forits services. PCP shall use its best efforts to complete its work according to that schedule. FCP shall not any responsibility for the failure to perform because oflbe effects of weather or any other natural cause,labor disputes,acts of god,war,insurrection,mob Taction,government actions or non-actions,shortage of labor or materials,breakdown of equipment,Customers failure to discharge or delay in discharging any of !Customer s responsibilities,or any other cause or occurrence which isnot within FCP s exclusive control. Customer shall be responsible to FCP for any additional costs FCP may incur due to Customer s failure to discharge any responsibilities in a timely manner, or any interference by Customer or its agents, representative or contractors with the performance of FCP services. f15. TITLE,SHIPMENT,AND RISK OF LOSS: Title to all materials purchased under this Agreement passes to Customer when materials are picked up by Customer !or anyone acting on Customer s behalf,or delivered to Customer at the place of the delivery as shown in this Agreement. All risks of theft,perils,loss,damages,and/or !destruction to the structural,components shall pass to Customer at the time the order islhaded for shipment_ FCP shallhave no responsibility for loss caused by the• !manner in which the orderis loaded or shipped by the shipper. If tfiere is any damage during transk Customer-must note this on tire freight land`fire a claitu with• !shipper directly.. €16. ACCEPTANCE OF FCP PRODUCTS: Use of the structure for any purpose before completion is a violation of the agreement Any use by Customer of the FCP !Products purchased under this Agreement,constitutes complete and unconditional acceptance of the product I 117. ENGINEERING AND PLANS: Customer expressly agrees that all plans, drawings,specifications, engineering packages, instructions and other documents ! !('Plans") furnished to Customer by FCP,shall remain the sole property of FCP and shall be maintained by customer in confidence. The plans use is provided for !constructing the system described in the FCP proposal and is not,in any way,to be replicated, fabricated,or used for any other purpose than that stated in our agreement withoutprior written approval by FCP. 11S. INDEMNIFICATION: FCP's quote is designed in accordance with parameters given-by the Customer. FCP does not warrant the applicability of the product to suit the Customer's purpose,unless expressly stated by FCP in writing. As such,it is the Customers responsibility to make sure all FCP Products are safe for their !property, use. Customer agrees to indemnify, defend,and hold harmless FCP from and against any and all claims and liability for injuries or loss to persons or !property,fnes,or other damages,including all costs,legal and otherwise,arising from or relating to in whole or in part any use of materials sold under this agreement, for negligent failure to act,gross negligence,violation of any statue of government regulation,misrepresentation,or fraud by Customer. i E e 19. GUARDING OF OPEN SIDED FLOORS.AND ACCESS OF MTTlANINES: A Mezzanine isan.elevated surface.: Therefore-,itmustbe provid'edcw proper guards as:protection from fes:atm perimeter mid:at all eperdiaga The- aiseresappropriate meaaaof secessti Ftp is quoting..these item&only as (requested by the Customer. The Customer is responsible for requesting these items and specifying the code to which they are to be designed and produced. If these items are not requested,FCP will not include them. The Customer then accepts responsibility to provide these items of appropriate design and location. !20. FLOOR SLAB FOR MEZZANINES: The mezzanine quoted will induce a concentrated load and moment from the columns onto the floor upon which it sits. FCP !is not responsible to determine if this floor is capable of resisting these loads,unless expressly stated in the quote. Additionally,the mezzanine provided requires that it. pie anchored with anchors embedded into the floor. It is the Customer's responsibility to verify that installing these anchors will not interfere with embedment s in the! ;floor,orirarm the floor in any way. Anchors are not included and itis.'the buy ers responsibility to obtainch (and pay for)the appropriate snares. 1 E21. INTEGRATION AND ASSIGNMENT: This writing constitutes the entire agreement between the parties and exclusively determines the rights and obligations ofi !the parties,any prior course or dealing,custom or usage of trade,or course of performance notwithstanding. This Agreement includes and incorporates the following! !documents hereby referenced and attached: Proposal Agreement, Terms& Conditions(Exhibit A),and Design Layout(Exhibit B).Any verbal communication, !representation,or warranties(both pre and post agreement) are speoifioally excluded from this agreement Any alterations to this agreement must be in writing and !duly executed by both parties. This agreement may not be assigned without prior written consent of FCP. ! 0 ! 1122. MAXIMUM LIABILITIC It is expressly understood and agreed that FCP s marshal=aggregate liability to Customer or any third party, incl ading,without! limitation,any.subsequentpurehaser,whether in agreement,under gray warranty_,in tort(Me - e);in Strialialbay-or otherwise s otumeedt return !of the amount of the purchase price actually paid by Customer to FCP with respect*the framing system and%orbuiilding. Accordingly Customer agrees to assume the iresponsrbility for insuring against or otherwise bearing the risk of any and all greater damages. Under no circumstances shall FCP be liable for any special,incidental,' !liquidated,consequential,exemplary,punitive,cost of cover or backcharge damages even if FCP has been advised of the possibility of such damages. Additionally, /under no circumstances shall FCP be liable for,including,but not limited to,personal injury,property damage,damage to or loss of equipment,lost profits or revenue, !labor costs and expenses,costs of renting equipment and other additional expenses, even if FCP has been advised of the possibility of such damages. FCP will not be !liable for any damages,losses or expenses as a result of Customer s(or any other party s)negligence,whether deemed active or passive and whether or not any such !negligence is the sole or contributing cause of any such damage,loss or expense. ! j23.(:EGA A 3'I'ON-: Ham,le,gaiaction,arbitration or other proceeding,including -collection,islareught forenfercement of this agreement because of an alleged! idispute, breach, default or misrepresentations in connection with any of the provisions of this agreement,FCP shall be entitled to recover actual attorney s fees and €other costs incurred in that action or proceeding(whether or not a suit is filed)in addition to any other relief to which it or they may be entitled. Should any part of the !terms and conditions of this agreement be declared illegal or unenforceable,the validity of the remaining portion,term,or conditions shall remain in full force and !effect If any litigation should arise out of this agreement,venue shall be located in Riverside,CA. i Customers Initials: Sales&Engineering: 4125 Market St. #14,Ventura,CA 93003 • Attn:Matt Born • Phone:(805) 684-1117 ext.206 • Fax:(805) 684-3188 • mborn@fcpmezzanine.com • wwwfcpmezzanine.com • CA Contractors License# 847398 0 . Q k (T, _,.., ....,,., Q k Q k .„ .. _,. ---- // _ ____,,Z,----------,----- - ---------- ..... . , \,,,,,,/ - !"---= .. .. , ., . .. . , . 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' '/7 i\ \',„,,/ ••.'s\, ,,•,/,k,„ /1/ /, ,//7 , .. . „ . .. . - ---7-• 1------k... _Pi / „.„......___.... . . ... ... . ,,.. ....._________ . • .. . ____........... ::: ,..,. ,.. ....,.. , . .... ..,,„ .,„ . ,, .,. ..... .: -,...,.. .. , , ,,, ... . . .. .. . , . . . . -, c3 . :capacit es an€ p►rt►perties Of Roue seau s Spider Shelving Corn o eats. rcuss�au SR10 Post Post Section Properties 5 fo"..,...1.0.1 w0 Ii 0 11 0,1 II 0t\off\7 e� 0 Perforated section Complete section Area= 0,2509 in2 Area=0,4413 in2 cX=0,8125 in cX=0,8125 in cv= 1,3521 in cv= 1,3200 in IXX=0,1086 in4 ixx= 0,1801 in4 Ivy= 0,0368 in4 Ivy= 0,0595 in4 Thickness =0,0705 in Thickness=0,0705 in Flexural tests have been conducted on perforated shelving posts to determine equivalent inertia. For those tests, we have applied a concentrated load in the center of a post simply supported at both ends.The distance between the two supports was 74". We measured the deflexion in regard to the applied load and computed the equivalent moment of inertia. Here are the results in both directions: Ixx Iyy Equivalent Inertia 0,1458 poo 0,0475 poo Mechanical properties of the steel for SR10 posts When purchasing the steel for the posts, we specify Hot Rolled Steel CS Type B, pickled and oiled according to ASTM A1011 and AISI C1010. Steel thickness shall be between 0,068"et 0,073"with 33 000 psi minimum Yield Strenght. Post capacity Compression tests have been conducted in real life conditions to determine post capacity. Those tests have been supervised by an independent engineering firm in accordance with ANSI MH28.1-1997 (Specifications for testing industrial grade steel shelving). The results of those tests can be found at the end of Annex 1 hereafter. In this report, La gives maximum allowable loading on a single post including a safety factor of 1.92 as specified in the standard. Post unsupported length is given by S. Rousseau Metal Inc. DocApprobationEN.doc 2007-06-06 Cape-allies and properties of Rousseau's Spider Shelving oma * s SH20 and SH21 Shelves Shelf capacities have been determined by tests in accordance to ANS! MH28.1-1997 (Specifications for Testing Industrial Grade Steel Shelving). The capacities for the different shelf dimensions are given in the chart below. Those allowable rated uniform load derived from test results are the smallest of the following: I. Two-thirds (Safety Factor of 1.5) of the ultimate average failure load carried by the shelf. 2. Eight-tenths(Safety Factor jof 1.25) of the average yield point. 3. The load at which the maximum deflection equals the span divided by 140. 4. Four times the capacity of one shelf connection (including a Safety Factor of 2 on shelf connector). Shelf capacities. Uniformely distributed load. ANSI MH28.1-1997 S1120 Capacity= SH21 Capaccfy` Shelves _ Ib) Shelties h'). SH2O-3012750 SH21-3030 600 SH2O-3015 775 SH21-3032 I 550 SH2O-3018 800 SH21-3034 525 SH2O-3024 575 SH21-3036 450 SH20-3612 750 SH21-3630 600 SH2O-3615 775 SH21-3632 575 SH2O-3618 800 SH21-3634 525 SH2O-3624 625 SH21-3636 ! 475 SH2O-4212 650 SH21-423& r 600 SH2O-4215 650 51-121-4232 600 SH2O-4218 650 SH21-4234 575 SH2O-4224 650 SH21-4236 500 SH2O-4812 550 SH21-4830 500 SH2O-4815 550 SH21-4832 500 SH2O-4818 575 SH21-4834 500 SH2O-4824 600 SH21-4836 500 Rousseau Metal Inc. DocApprobationEN.doc 2007-06-06 Capacities and propertiesfa F ouaseates Spider Shelving o ponent . Back (SH33) and side (SH36) sway brace Side and back sway braces are illustrated on drawing SH3X-260-XX. Brace resistance have been determine by traction tests by bolting each end of the brace between two posts and by applying a load in the direction of the brace. The ultimate load for the brace is 1100:lb.Applying a.safety factor of awe get an allowable load of 550 lb. SH31 back panel SH31 back panels are illustrated on drawing SH31-040-XXXX. Back panel resistance have been determine by traction tests by bolting a 2" wide strip at each end between two posts and by applying a load in the direction of the strip. The ultimate load for the brace is 225 lb. Applying a safety factor of 2 we get an allowable load of 112.5 lb. SHSC Heavy Duty back panel SHSC back panels are illustrated on drawing SHSC-040-XXXX. Back panel resistance have been determine by traction tests by bolting a 2" wide strip at each end between two posts and by applying a toad in the direction of the strip. The ultimate load for the brace is 1 690 lb.Applying a safety factor of 2 we get an allowable load of 845 lb. SHUR medium duty back panel SHUR back panels are illustrated on drawing SHUR-040-XXXX. Back panel resistance have been determine by traction tests by bolting a 2" wide strip at each end between two posts and by applying a load in the direction of the strip. The ultimate load for the brace is 800 lb. Applying a safety factor of 2 we get an allowable load of 400 lb. SH34 side panel brace SH34 side panel brace are illustrated on drawing SH34-268-XX.Brace resistance have been determine by traction tests. The ultimate load for the brace is 1 300 lb.Applying a safety factor of 2 we get an allowable load of 650 lb. SH3O side panel SH30 side panels are illustrated on drawing SH30-030-XXXX. Side panel resistance have been determine by traction tests by bolting a 2"wide strip at each end between two posts and by applying a loadin the direction of the strip. The ultimate load for the brace is 425 ib. Applying a safety factor of 2 we get an allowable load of 212.5 lb. When spot welded at 12" spacing,the resistance of those panels increases to 630 lb(315 lb including a factor of safety of 2). SHRH Heavy Duty side panels SHRH side panels are illustrated on drawing SHRH-030-XXXX. Side panel resistance have been determine by traction tests by bolting a 2" wide strip at each end between two posts and by applying a load in the direction of the strip. When spot welded at 12" spacing to formed welded uprights SRRJ, the resistance of each weld is 810 lb (405 lb including a factor of safety of 2). Rousseau Inc. DocApprobationEN.doc 2007-06-06 Ca a probes o �ou � � Annexe 1 Drawings Rousseau Metal Inc. DocApprobationEN.doc 2007-06-06 mATtBIEL COLD ROLLED STEEL C—es 1 (0.0359 1:0.003") ASTM A-1008 SS40 TYPE 1 .... ._ . ..........,.. .. — SH20-100- DIMENSION DIMENSION WBGHT X X' ,) 1 X - ."")N 1 1, xxxx "L" "PLB ---•- -•., 3/8 ±1/4 "" --3/8 ±1/4 3012 29 1/2 11 3/4 6.019 . , I d l I r 1 A 1 i 3015 29 1/2 14 3/4 6.993 1 .. ,,,, t 3018 291/2 173/4 7.917 3024 29 1/2 233/4 9.917 3612 351/2 11 3/4 7.153 B 13 3615 35 1/2 14 3/4 8.311 1 ' _ it + cv,s,t 4212 3618 1 35 1/2 173/4 o .:. . 0_ 3824 35 1/2 233/4 11785 411/2 11 3/4 9A69 8.287 4215 41 1/2 14 3/4—." 9.929 4218 41 1/2 17 3/4 10.970 4224 41 1/2 23 3/4 13.654 4812 471/2 11 3/4 9.421 4815 47 1/2 14 3/4 10.947 4818 47 1/2 17 3/4 12.472 4824 47 1/2 233/4 15.522 .c. CI r -- 1/8:1-N., 1 1 11, , I '' , r 1 1 4 11 'I 1 , i ‘ _._ -3: X .>K - X - -X - X - -X---------X ( 1 ,.... ----,,_ H _ .L... — --- 11 [i ) I 1 1/4 C''.."1 BOTH SIDES . 1 ' ,. . MN.8 FOR 30" I -- ---1 / MIN.10 FOR 36" .....„... MIN.12 FOR 42 "—UJ (.0 NOTCH FOR MIN.14 FOR 48" cli COMPRESSION CLIP THIS DRAWING OR PRINT IS THE PROPERTY OF ROUSSEAU METAL INC.AND SHALL NOT BE 1 [ ___I TRACED,PHOTOGRAPHED,PRINTED,OR — — REPRODUCED IN ANY MANNER,NOT USED FOR ANY PURPOSE WHATSOVER EXEPT BY WRITTEN i Ii 1 PERMISSION OF ROUSSEAU METAL INC. "L-11/32 --- ST-JEAN.PORT-JOLI,QUEBEC,CANADA,GOR 300 TELEPHONE:(418)698-3381 FAX NO:(418)598-6776 . . ,,, 1 0.El TOLERANCES ±,iz,,.1- .g...'-..i.,..c..,,, PROJET: TITRE: . ...---r ,- DIMENSIONS. SPIDER SHELVING SHELF mmO $ -±1/32 ±1.0 4 f ^.-........,........,...4.... 2\ , ,.:: DESSINE PAR.DATE GOREL PAR. APP.A.,v=AA DATE.6,NL. No.Du DESSIN: 0aLI ,I+ M.LcomSE abe SH20-100-XXXX e014103 02-05-07 2009-09-04 . . - • - Solid Edge „.,__: .. MATEF1IEL .—,.. .. ---- c".mg 20 GA CR STEEL(0.0359±0.0031 ASTM A-1008 SS40 TYPE 1 SH21-100- DIMHVSION DIMENSION WEIGHT XXXX LB - 3/8 ±1/4 ( 3030 29 1/2 30 3/64 12.30 N 1 3034 291/2 343/64 13.64 p p• I � II I ,I }I' 1 ( 3624 35 1/2 23 3/4 12.07 j ! 3630 35 1/2 30 3/64 14.56 „ 3636 35 1/2 36 3/64 16.93 B 4230 411/2 303/64 16.81 j 4232 41 1/2 323/64 17.72 f j + • 4234 41 1/2 34 3/64 18.64 O 4830 47 1/2 30 3/64 19.06 - - - _ _ l i _ cn - - — — — - - 4832 47 112 32 3/64 20.10 1 4834 47 1/2 34 3/64 21.14 4836 471/2 363/64 22.17 co I I '' I CO - 1 V ► \�. — 2 COTES \ , H 1 1/4- .' C*Ill ! '� MIN.8 FOR 30” \ MIN.ID FOR 36" yW -- MIN.12 FOR 42' MIN.14 FOR 48" '„ i... THIS DRAWING OR PRINT IS THE PROPERTY OF _.{ I ROUSSEAU METAL INC.AND SHALL NOT BE I TRACED,PHOTOGRAPHED,PRNTED.OR REPRODUCED IN ANY MANNER,NOT USED FOR ANY PURPOSE WHATSOVER EXEPT BY WRITTEN PERMISSION OF ROUSSEAU METAL INC. l-- — "L„±1/32 .. „-I STJEAN-PORT-JOLT,QUEBEC,CANADA,GOR 3G0 TELEPHONE:(418)598.3381 FAX NO:(418)598-6776 I 5 I ._.. 50.E TOLERANCES tiS' PROJET: TITRE: - v 1 DIMENSIONS: ""+ °” "" "SPIDER"SHELVING SHELF s mm❑ ±1/32 ±10 uFprA- - DE^uSINE PAR.DATE'. coN60 PAR: 0.0.01,1,0 FAH(PATE'ELHF.uE NO.DU DESSIN: N . . :oos' C.Dubh SE SH21-100-XXXX i s ,z,�cI;$12,1,,,,F Ii38i+3:HE.ao 02-05-07 M.Lacombe 2009-09-04 Solid Edge NO Na PIECE DTE DESCRIPTION 1 SH22480-XX 1 RENFORI DE COTE DE TABLET1E 2 3S1804Y2 2 ECROU 1/4-20 SELF CLINCHING#1 ZN GALVANIZED STEEL ASTM A 653,GRADE 33. MINIMUM THICKNESS 0.068" h -.. 2113/32 ii 25/32 - _----29/32 1.21 ( -I17 r I A i NO NOTCH FOR REINFORCER _ DEEPER THAN 24" r'. 7A \ - i ( L.:- S" \ ' ! SH22-080- LENGTH WEIGHT 9 XX "L., LB 15/16 15 1213/320.57 18 15 13/32 0.74 Detail A 24 21 13/32 1.03 30 27 45/64 1.33 36 33 45/64 1.62 e ,1• I 3•` ,5, ,1 pD 1;;1 TOLERANCES .+,�.-• PROJET: TITRE: - . DIMENSIONS: L''i "+ ^ "SPIDER"SHELVING SIDE REINFORCER s � _ mm� +1/32It10 ..,.,w 0 /2 ,4 i s`., DEcwntE w pE5SINE PAR.0AE: COWL! N>vnoWEF DOTE ECNf,L'.E NO.EU DESSIN: 1 G.Dube SH22A080-XX s T0nt-,oim«�h e0ri.y W,At0 2001-09-14 M.Lacombe 2010-11-09, SE 1 Solid Ede MATERIEL. GALVANIZED STEEL MINIMUM THICKNESS 0.068" PODS. ASTM A653 GRADE 33 L„ 2 3/4 - 55/64 3/4 -- I l M 0 ® ._ a M 0 .281. -- ch v TYP CsJ � I I r ,. _t. . ---i . I 3 /64 - SL424-080- LENGTH WEIGTH r XX "L LI3liesoa.—gin.. --� X30 29 7/32 1.44 36 35 7132 1.74 42 417/32 203 48 47 7/32 2.33 E 1' 1" - -3 5, po.ED TOLERANCES -.... ! PROJET TITRE:.. .,. v '-. DIMENSIONS: rnnc.ox 44."'" SHE SHELVING LYI FRONT-REAR REINFORCER i ...ID ±1/32 ±10 "t t D 2 4\ 6 olmgal[ CESSINE PAA:DATE:: 8pNcU PAR: nrnnglvepo on,E K:HPILE 1NO.DU 6ESSIN: 1 N a. t.oas C Dub4 s ;°;E„F flOt,,n d,W 200109-1a M,L5cofnoe `2010-11-09 SE SH24-080-XX j Solid Edge (mrsaiAL COLD ROLLED STEEL • 0.0179(±0.002") ASTM A 1008 CS TYPE B •— r . SH30-030- DIMENSION DIMENSION WEIGHT .._ )000( "P' "Fr. LB 1 , i I 1 1 1239 10 3/32 38 13/16 1.998 1251 10 3/32 50 13/16 2,616 1539 13 3/32 38 13/16 2592 I. 1, 1 IN 1551 133/32 50 13/16 3.393 a^-- .,„,, . . e 1839 163/32 3813/16 3.186 1 1851 16 3/32 50 13/16 _ 4.171 1 1 2139 19 3/32 38 13/16 3.779 2151 19 3/32 50 13/16 4.948 i 2439 22 3/32 38 13/16 4,373 f 9 2451 22 3/32 50 1 3./1 6 5,725 , [ 1,..... 's", 3039 28 25/64 38 13/16 5.620 3051 28 25/64 50 13/16 7.358 ,9- 3439 3225/64 38 13/16 6412 r ..,,, 3451 32 25/64 50 13/16 I 8.394 41 1 1 I I I L L. '..,.,) ., ‘,. 4/2 1.c.,:" <: 1 I , - c (2, -, o T THIS DPAINING OR pRINT IS THE PROPERTY OF ROUSSEAU METAI,INC.AND S4ALL NOT EiP.. TRAt ED,PHOToSRAPHED,PRINTED,OR [ I I—ii 13/32 REPROFFUCED IN ApjV MANNER,ROT USED FOR ANY PUNPOSE INtiATSOVER EXEPT BY INPUT,EN H I -. PERMISSION OF ROUSSEAU METAL INC. T VP, ST-JEAN4voRT-Jou,QUEBEC,CANADA GOR.105 TtutPHoNe:(418)55.43381 FAX 140:(4)8)098,2778 /3, \ I . po.0 TOLERANCES: ;,t.i,3X,...... 4 PROJET: - ' TITRE: v DimeNstoNs- ..n.I•""`" ',..7.,,..ii.,....--II=.:, SPIDER SHELVING BOLTED SIDE PANELS S , 1 MIT El t1/32 ±1.0 2 otos.. "—..: _...-.....• bESSINE PAR:DATE- COC4c OAR. 'AFTriouvE PA,we.ecr4e. No.DU DESSIN: a , \ w i 005" SE S H3 0-030-XXX K s F OUSE.WM 02-05-30 wil-'""''' 2007-0.4,e6 1 11.7. Ati.EIje MAIEFIEL. COLD ROLLED STEEL ' 0.0239±0.003 „L"-±1/C4 ASTM A 1008 CS TYPE B d1. _ .E..�i 8F31-040.E OWENSION IMMERSION dMF1S10N WFGI-f f XXXX 'L" "1i" "A" LB i;, 0 1-.1 2439 23 7/16 38 13/16 11 23/32 6.18 2451 23 7/16 50 13/16 11 23/32 8.10 .3039 29 7118 . 38 13/16 14 23132 7.77 L.. _, ,.,,i 3051 29 7/16 50 13/16 14 23/32 10.17 F i 3239 31 7/16 38 13/16 15 23/32. 8.30. :::• ' 3251 31 7/16 50 13/16 15 23/32 1086 el 3639 35 7/16 38 13/16 17 23/32 9.35 3651 35 7/16_ 50 13/16 17 23/32 12.25 S 4239 41 7/16 38 13/16 20 23/32 10.94 4251 41 7/16 50 13/16 20 23/32 14.32 --_,.r-- —-__ - ——---— — — — — — 4839 47 7116 36 13/16 23 23/32 12.52 �C 4861 47 7/16 50 13/16 23 23/32 1639 • "A" — i Z .28 e ( '.'; i c-: (NI ‘, M ' j'., , .. 1' 7110.45 I.aRAYNNG Of'.:PRINT IS ME PROPERT'r OF \ 4 �, ROUSSEAU METALINC.AND SHALL NOT(TB /�� TRACED,DUCEDPHOTOGRAPHERIN ANR.,NOT D11 REPR.30UCEO 44ISNVER ER NOT USED FOR ANY P:IRPOSE INHATSOVER EA_EPT SY WR(+TEN /32 PERMISSION('I ROOSSEAJ METAL INC. - - — ST-JEAN-PORT-J00,QUEBEC,CANADA.GEL T 300 T�P/3ONE:(418)/38-3381 FAX NO:(418)59'1-77E a 1, I Po,L' T±OL ANLES ,r PROJET: “,-, I TITRE; SPIDER SHELVING BACK PANEL MENSIONSm.1711/32 t 1.0 „, I ,Z' j i 6.. a6c.... ..- DESSINE PAR.DATE: 0Nr,U PAR; a0 A-bay.°ME:FCiEUF NO.DU DE_SSIN: '3 1 ff{ t ±.005 _.- C.DUb(3 s To,�w+� .„,R,E ;01:6s$6.00f 01-09-10 M.L'-.once 2307 00-05 SE SH31-(.4O-Xk';;X 1 Sc4id Edge MATERIEL. COL.D ROLLED STEEL • 0.0359 0.003 r--. ASTM A 1008 CS TYPE B 0 .344 — / F.--------, SH34-268- DIMENSION WEIGHT \ ( \1 XX "L" LB 12 927/32 0,885 1 i 15 12 27/32 1.154 18 15 27/32 1.424 ••...,___1_,-' 21 18 27/32 1.694 i 24 21 27/32 1.963 0 .281 TYP. _ I 30 28 9/64 2.529 32 30 9/64 2.709 .... T 34 32 9/64 2.889 36 34 9/64 i 3.069 _......____. u 0 , 1 1 %,', _ T cri-- 1 1 , , 1 I r 1 11 Fl Lel Cf..; 1 cTh II r.... ''' 1:I 1 !I , . 1 ,.. Ll , i i 1 t , 0 THIS DRAVVING OR PNINT IS THE FROPERTy oF ._...- ._ . _ _. ... . .. .__ . .._t - ' ,..) ROUSSEAU METAL INC.AND SHALL NOT BE TRACDO,pHOTOFRAFNED,FFINTED,OR REPROD(JCED IN ANY MANNER,NOT USED FOR ANY PUREOSE wRA-RLOVER EXERT BY WRITTUN PERMISSION OF ROUSSEAU METAL INC. ST-JEAN-FORT-JOLL autaEc,CANADA.GOR 3-,30 TELtFILONE:(418)599-3381 FAX NO:(418)5994'76 . . - DIMENSIONS, ,—..., FN.67:14,. L.,...,==7,.„...7;;; - SPIDER SHELVING TITRE: SIDE PANEL BRACE v ' "be$5.-E p DATE. CoNctNVI. APPPOLIVE PAR OATE 11.181.1.6 No.DU DESSIN: ,4.,J "q--I 0/32 ±1.0 wz:.---tvq. ±.0057 7'---''''' I.Dube . N 1 M.Lacarn1), 71 YOusseatt 01-09-04 2007-05-06 SE SH34-265-XX SO id Elge — HOT ROLLED STEEL (0.070±0.002) . ASTM A1011 CS TYPE B •• AlsI C1008 SH33-260 LENGHT DISTANCE WBGI-fr XX "L" "D" LB , • — , _ 24 42 23/32 23 1.380 30 46 15/64 29 1A90 36 ...,.. 50 13/6435 1.620 . . _ 42 54 9/16 41 1.760 48 59 13/64 47 1.910 SH36-260- LENGHT DISTANCE WEGHT" - ' XX L "D" LB 12 37 5/64 8 27/32 120 15 37 57/64 11 27/32 122 18 38 15/16 14 27/32 126 24 41 19/32 20 27/32 1.34 .• ,, s.•--„, •• 30 45 5/64 27 9/64 1A6 32 46 5/16 29 9/64 1.50 , • 34 A719/32 31 9/64 1.64 . , 36 48 15/16 33 9/64 1.58 *WEIGHTS ARE FOR THE . , ASSEMBLY OF BOTH PARTS ; . ',. --, 2X c; .312 1 q. 5..'5' THIS HHAimt4G 0:1 PRINT(S THE pHapER V OF : RDHSSEAU MEAL INC.ANIS SHALL Hol BE THACED,PHD,0644,APHEC PRINTED,OR REPI4ODUCED IN ANY MANNE ,NOT USEH FOR i ANY PURPOSE WHATSOVER EXEPT BY wpoTTEN -, 0' PERMISSION ilE ROUSSE4t1 METAL IN,%. 1/2 FO)- SH33 R/8 FO) SH36 ..•'15 , ST.JEAN-PORT,10q.3,CHJESEC.CANADA,G .,- ,-.... 0 .203 TELEPHONE:(418)!;941-3141 FAX NO:(418)541.4(776 3 -, ' po.0 DIMENSIONSTOLERANCES:Ea-,-.....7,.-„,..aa- PROJET: SPIDER SHELVING TITRE. BACK(SH33)AND SIDE(SH36) : 'rn[7.1 .....-1.----..........0= ±1/32 ±10 ----=•-• SWAY BRACE s 1 z L41.46 W:-- DESBIFIS PAR.DA ft exy4cH PAR 41.1101rft pAR oi. EC.. Na DU DESSIN. 1 $.1 --"--- ±,00T •- 7 C.Dube SH33 XX AND SH36-XX -- s Tor,114=1,. rOUS5,4,,,,P0 01-09-04 c pulp 20„31 06_06 SE 1 s(Ald Edge MA7EREAL GALVANIZED STEEL 2001 ' MIN.THICKNESS 0.101" WEIGHT LB ASTM A653 CS TYPE B 0.186 2 `12 1 7/32 — 31132 1 — 11/4 — 13'321— , 0 sr., IIMINNIMMINIIIIIIIII L,u 7 1 ' 2X 4GJ` G 0 4 v "` t P. ,2:i£1 PIP. 31132. I II, '1 1 j' 1110 1 III I : i� r !I I E THIS DRAWING OR PRINT ROUSSEAU METAL((C.IAND SHALL NOT BE F III TRACED.PHOTOGRAPHED,PRINTED,OR II _ REPRODUCED IN ANY MANNER,NOT USED FOR ANY PURP)SE WHATSOVER EXEPT BY VVRITTE0 PERMISSION OF ROUSSEAU METAL INC. ,,I I' STJEAN-P RTJOLI Ot1EBEC,CANADA,GOR 3C0 1"ELEPHOPIS-(418)598-:}381 FAX NO:{418)598-97"6 30 TOLERANCES ; PROJET: TITRE:..._ .... v DIMENSIONS; aa0a .7"""-»- SPIDER SHELVING FOOT PLATE ""❑ ±11641 0 ' ;Z,, 1 '4'. is oQ 8885WfEAR:OATE: CANt<U PAR-.. DM v.a.o.T ECTOIG NO.DUDESSIN: o ±005" - C,Dube s su.aiaao a "LSU°s13L"s '4 Lacombe SE .3H4$-110 ,1,14 u , 1W 2002-06-04 2007-06-i)6 SUII15 E3gf3 ._... _.. _. HOT ROLLED STEEL • 0.066'A 0.073" ASTM 40H CS TYPE B PO0.,s: LB MIN YIELD STRENGTH 33 000 PSI 0.075 -- 25/64 1 um. A � . ___ 1 B J _ L. B CO f N I 1` i A G A SECTION A-A 1 V 4 R THIS DRAWING OR PRINT IS THE PR9('ERTY OF 29/32 - ---'^ ROUSSEAU METAL INC.AND SHALL.NOT SE SECTION B-B REPRODUCED IN A°NY MANNEER,PRINTED, OS NOT USEDRFOR ANY PURPOSE WHATSOVER EXEPT BY WRITTEN PERMISSION OF ROUSSEAU METAL INC, ST-JEAN•PORT-JOLT,QUEBEC,CANADA,GOR 3G0 TELEPHONE:(418)588-3381 FAX NO:(418)59LI-6779 fYs I ._ I .. .5 I Oo.� TO LERANES. ... ,; LROJ[h TITRE. , enlrioN w -='— SPIDER SHELVING COMPRESSION CLIP IP MIT 01 :10 �""" s " s 005" �G Dube L On[v T)P < .,E �.; -NO Du OEssr; s ,;"%,",',1'11",, .• TOLISSCBIu 2001-II-OS M Looambe 2009-04-02 SE SH60-150 I Solid Edge Neit"m- COLD ROLLED STEEL.023T 2.003" ASTM A1008 CS TYPE B SHRI-I-030- WIDTH HEIGHT WEIGHT SHRH-030- WIDTH HEIGHT WEIGHT XXXX "W" "H" LB XXXX "W" "H" LB 1233 10 3/32 32 13/16 2.25 3233 30 25/64 32 13/16 6.78 1239 10 3/32 38 13/16 2.66 3239 30 25/64 38 13/16 8.02 1251 10 3/32 50 13/16 3.49 3251 30 25/64 50 13/16 10.50 1275 10 3/32 74 13/16 5.13 3275 30 25/64 74 13/16 1546 1281 10 3/32 80 13/16 5.55 3281 30 25/84 80 13/16 16.70 d 0 0 0 0 0 0 0 0 0 )., '3 0 0 0 0 0 0 1287 10 3/32 86 13/16 5.96 3287 30 25/64 86 13/16 17.94 1299 10 3/32 98 13/16 6.78 3299 30 25/64 98 13/16 20.42 \ 1533 13 3/32 32 13/16 2.92 3433 32 25/64 32 13i16 7.23 1539 13 3/32 38 13/16 3.46 3439 32 25/64 38 13/16 8.55 I 1551 13 3/32 50 13/16 4.52 3451 32 25/64 50 13/16 11.19 1587 13 3/32 86 13/16 7.73 3475 32 25/64 74 13/16 16.48 1833 16 3/32 32 13/16 3.59 3481 32 25/64 80 13/16 17.80. 1839 16 3/32 38 13/16 425 3487 32 25/64 86 13/16' 19.12 / 1851 16 3/32 50 13/18 5.56 3499 3225/64 98 13/16 21.76 1575_ 16 3/32 74 13/16 8.19 ' 1881 16 3/32 80 13/16 8.84 =;:. q. 1887 16 3/32 86 13/18 9.50 1899 16 3/32 98 93116 10,81 ,/ 2433 22 3/32 3213/16 4.93 ' /` 2439 22 3/32 3813/16 5.83 2451 22 3/32 5013/16 7.63 I2475 22 3/32 7413/16 11.24 2481 22 3/32 8013/16 12.14 2487 22 3/32 8613/16 13,04 ' �ri 3>,,. 2499 22 3/32 98 13/16 14.86 cx_, � T' 2581 22 25/64^ 80 13/16 12.30 r 3033 28 25/64 32 13/16 6.33 t / 000O000 ts, 9 0 0 0 0 0 0 0 1 3039 28 25/64 38 13/16 7.49 .-- i I i 3051 28 25/64^ 50 13/16 9.81 THIS()PAWING OR ORIN7 ES THE PROPERTY OF ROULSEAU METAI INC.AND SHALL NOT El,i 1:11:i2 - 1- ' • -, I''' 13/32 3075 28 25/64 74 13/16 14.44 TRA'.ED,PHOTOGRAPHED,PRINTED,OR REPROSUCED IN ANY MANNER,NOT USED FOR I 3081 28 25/64 80 13/16 15.60 ANY PUF,POSE WHAFSOVER EXE:CT BY WRIT(EN -, ~ I TYP 3087 28 25/64 86 13/16 16.76 PERMISSION OF ROUSSEAU METAL INC. 3099 28 25/64 98 13/16 19.08 STJEAh'PORTJOLI;QUEBEC,CANADA.GOR EGO TELEPHONE:(418)583-3381 FAX N .(418)598.5776 t , I I ,3:.. 5 P0. TOLERANCES )-1:=8.„.i.::::::'_ '"PROJET - TITRE .. o DIMENSIONS. QSPIDER SHELVING 24 GA SIDE PANNEL. "'" ±1/321810 C, ,:2, ;'6‘. I ^ f:Eisik.PA?oAr c("¢D P,K. cx,.,r Na 5/i DOSS//S " _ t 005" '- C.DLO,- I .ws,,,,, rat)stzea1T 2f,06-04-29 ,,, 2,-,n(. nr SE SHR11-030-'KX,X j i r.=flue U.) 4141,141 COLD ROLLED STEEL (/) 0.0299 I 0.003 — ,-, t1'64 _ ASTM A 1008 CS TYPE 8 _ .._ I l' SHSC-040-36 HEIGHT DISTANCE WEIGHT I T >0‹ "H" "D" (LB) J 1 b 33 32 7/32 6 11.03 ! 39 38 7/32 12 13.08 ' 1 ; I 51 50 7/32 12 17.19 57 56 7/32 6 1924 I 63 62 7/32 12 21.30 [ I ! ; ------ ---__ 1 ------ ',.. '-i- i , \\, 11 \ i / 1 1 r a 1 , I , -I I 1 , I I , x / / 1 , I \ ... ,.- F , , Detail A .........„........_ ..,._— — This DR.AING OR pONT IS 1 liE PROPERTY et ROUSSEAU METAL INC AND SMALL NOT BE eRACiED,PHOTOOPAPPIED,PiNNTED,OR 1 PERROD(CED IN AN MANNER.NOT USED FeN ANY PUR,OSE WHAT OltER EXEPT BY WRITTI M PERRISSION OE t OUSSEAL1 6T2TAL INC '''`. - I STJEAN,ORT.JOLI,OUESSC CANADA,DoR J2.0 TELEPNO!E 1418)598 938(FAX Net(418)598-6'35 A — 3 5 IT/I po El TOLERANCES —:L....7-..--i.---:::„N" PR0JET TORE i I DIMENSIONS WS. .......,. SPIDER SHELVING HEAVY-DUTY BACK PANEL I MT,la ±)/391 i 10 ''''''' W--- 3. sitTOTL PAR COX04 J'SIR .14.1,-CA, 40.5 I t 60 Du ELssw rx ±005" C.Dube .. ..... ',I,',',., ,rousseau 2002-04-17 ''''L''''h' .200?-^,6-06 SE SHcI',-040-36XX [-I-L S(Ild.-circ, MATERIAL. COLD ROLLED STEEL SHUR-040- DIMENSION DIMENSION WBGHT MINIMUM THICKNESS:0.027 )000( "L" „H LB _ POIDS. 3639 35 7/8 38 13/16 11.84 ASTM A 1008 CS TYPE 8 3651 35 7/8 50 13/16 15,49 3663 35 7/8 62 13/16 19.15 4839 47 7/8 38 13/16. 15.80 4851 47 7/8 50 13/16 20.67 4863 47 7/8 62 13/16 25.56 o 0 Q 9 / 0 .281 ° ( k Q a}}. O Q N ° 0 r / 6 / \\ 7/16 Q O O Q - ° I ° THIS DRAWING OR 7RINT IS THE PROPERTY OF ° . ._0. RTTRABED PHOTMETAL OGRAPHED,PRINTED,OR'LL NOT - ,. . ... `-...._____.., REPRODUCED IN ANY MANNER,NOT USED FOR ANY PURPOSE WHAYSOVER EXEPT BY WRIT"i EN PERMISSION OF ROUSSEAU METAL INC. STJEAN-pORTJOU,QUEBEC,CANADA,GOR SG0 TELEPHONE:(418)595.3381 FAX NO:(418)598-8776 6 1 I I �I3,. I I •6 I I pp© TOLERANCES PROJET: -TITRE: DIMENSIONB: PP.. "SPIDER" MEDIUM DUTY s mD ll 31/32 31 0 SHELVING SIDE PANEL i60E66D@PAR:DATE. coNCO PAR ovnouve v.DATE EmMLE NO.DU DESSIN: 1 - r.0o5" _ r:.Dube 3 , `�' ';_ TOUSxa�1u 2002-03-20 M L3LOTY n 2007-05-06 SE SHUR-040-XXXX 1 Solid Etige HOT ROLLED STEEL 12 GA 10.1046•'t 0.0041 ASTM AI011 CS TYPE B ries. I.(3 A AISI 01008 0.00 srVW-260 LENGHT DISTANCE WEIGHT' • XX I. "D" LB 24 42 23/32 23 1930 30 46 15/64 29 2.090 36 5013/64 35 2270 42 54 9/16 41 2.470 48 5913/64 47 2.680 WEIGHTS ARE FOR THE ASSEMBLY OF BOTH PARTS (, ; "' C f 2X `i, :412 0 203 EING QA PRINT IS tgiE PROPERTY OF Q U ME?ALINC.ANF.1 SHALL NO BE J - _. ,PHOTOGRAPHED,PRINTED,OR ED IN ANY MANNER,NOT USE,FOR SE WrtATSOVER C"ItEPT BY 1TyR�SEN ._.. .. .... .. ..,.._.._.. _...._. __. .._. _.. `t SION':JF ROUSSE1,U METAL IN'',RTJCI-1.QUEBECCANADA G:1'GO ' ' I/, R ;j7: :(418)5583781 F0.{NO:(418)9.4-6771.. 4 poTDI.ERAHLFS _" FROJE;f. i1TRc' . DIMENSIJN'.., mm r�nw _ SPIDER SHEL..VING HDNY(DUTY BA! W;1Y BRACL s - ±1/32(=10 rl,., rfi au. OESSPN 6AOAE CONT +4 n,.cti erc,Is N0.DU CESSIN l N • - - ±005" C Dupe s t�,, YOu'£nst*AM :.006-04-2 o„I,,: f1 ,.`-(F SE SH'dW:A I Scud Edoe 'MAARIEL. HOT ROLLED STEEL • 0.0747 t 0.007 3/4 ASTM A 1011 CS TYPE B POIDs. LB �' AISI C1008 . 0.174 1 ... 2 1/2 .., I 1/2— -21132 Y ') d s __1 .I I M II N 1 I ,- si132 CV iri r` t SPLICE ASSEMBLY I 313 TY, lil �I TI Orn,,C1Tc1nlca _ Screws ,:I :, Il' 1/4-el)r 1'" .'!I ill. It) 1 I I f i 'Ih TI • THIS DRAWING OR PRINT IS THE PROPERTY OF' n'• 4! ROUSSEAU METAL INC.AND SHALL NOT BE TRACED.PHOTOGRAPHED,PRINTED,OR I� REPRODUCED IN ANY MANNER,NOT USED F011 Q 1'' ANY PURPOSEOVER N WHAT$ EXEPT'BY WRITTEN PERMISSION OF ROUSSEAU METAL INC. STJEAN-PORTJOLI,QUEBEC,CANADA,GOR 300 4 I'' = TELEPHONE-(418)598.1381 FAX NO(418)5986716 1 I - :1=9 ,� TOLERANCES: = ,';PROJET: TITRE'. v 3 5 DIMENSIONS:mm '' ' I SPIDER SHELVING POST SPLICE ❑ t1/32 t 1.0 I 4. _'6. peon. _•.- DE681NE PAR:DATE -CONES PAR ♦>ewowEv'o o.4rE FAIR. Na DU DESSIN: 1 5.005" ..Dube R M Laconv.0 SE SM45-200 s ,a�n,,..""'„°`A,,„E rOLl9'sEs'u 01-09-12 2007-i,5A6 1 Solid E)gt: GkVANIZED STEEL MINIMUM THICKNESS 0,01" ASTM A.653 SS GRADE 40 0.00 - , 1.... ty , 1 51/64--I -. - t ii 1 r....4-,,-, 1... - 0 344 TYP, --' 1- I-. 4 19/32 ---, "A" -..--, "A" -1 1 () co Lc - I I ' I ti- ; in (1 ,) V i I _ . V 3X 0815 I , i , ,, _ . • 1 --i- ,-, , C*I cq \ SM60-420-)0( DIMENSION DISTANCE WEIGHT SM60-420-XX DIMENSION DISTANCE WEIGHT /71: co L- \\ "L" ,,A. (LB) "L" "A" . LB ( ) THIS DRAWING OR PRINT IS THE fitorErar(OF,, _ ' ! 1 111111BMILIESil 111/2 6.18 - 39 39 13/32 15 1/2 - 7.75 - — ROUSSEAU METAL INC.AND SHALL NOT BE YVIACED,PHOTOGRAPHED,PRINTED,OR — i IIIMIIIIII 12 1/2 57 f 1 MMIEMEIIII 42 42 • 36 13/32 14 7.18 43 432 17 8 34 1133/1332171/2 8.54 liningli 14 1/2 7.36 45 45 13/32 1/2 . .., 18 8.95 REPRODUCED IN ANY MANNER,NOT usep FOR / ANY PURPOSE VVHATSOYER EXEFIT BY WRITTEN _...,1.A....,,PERMISSION OF ROUSSEAU METAL INC. .," N-PoRT-JOLI.QUEBEC.CANADA,GOR 3G0 ..,.. "/ 38 38 13/32 15 7.56 48 48 13/32 20 9.55 TELEPHONE:(418)598-3381 FAX NO(418)598-5776 Detail A po,2 TOLtRANCES :::=....4 .......'Zz.'7 PRoJET 117fif E I , SPIDER DIMENSIONS "... .., 7.,........--,.... AISLE FLOOR SUPPORT ,,,,-,-,0 MEZZANINE ti/32 i 0 --------- ,- '6\ (MM at ..... .' -7- btsott PAD PATE cOKUNk ,.,04.'.. ,,., NO.DU IlLiSIN ±005' -"-.*--- - C.Dube ,,, 2002-03-08 -141`mbe 2012-0E-19 SE SM60-420-XX Sol,d Edge ..... Lan L GALVANIZED STEEL. — I • MINIMUM THICKNESS.0.101 1 ASTM A653 SS GRADE 40 1, , , (2 } -._H....... ..!.....J - - -- 27/64 1-"' ..... ' me+ f i.:- -r- ' ,1 1-,1 f , IN _0 ....„ ',' ,t- 1-- ; i ' , , .._, 1t._ ,. ci, 2 1 , , 1 b • ,1- lit- ' 1 i k I' (-.4 1 . f ( 1 ) - , 0.875 A 0.1 ,-) 27/64 .-- 1-- (,-) NJ ( 1 1 1 ... ,t- DETAIL A — sM611420- LENGTH DISTANCE WEIGHT "A" (LB) 30 30 —11 5.91 36 36 . 14 7.07 42 42 17 8.22 48 48 20 9.38 . . .. , .. .._ iiTRE po.al TD.LERANCES ,,„2.,,,,..... ,,ii4(.,i.;i PROJET SPIDER DIMENSINS 0 1 A"6"- `....."....S:"..** ....."1.V.= PASS-TH:2U FLOOR SUPPORT mm MEZZANINE *1/32 I 1 0 ---,,,,,„ ,..— . /„\ .4" 'T-------T------ ' oura ENRE•ER NE^.. EE4 t E O.DU DESS1N claude ,, , roiti.A%e3.1 2002-06-04 L—c0m'e 2012-06-19 SE SM6I-420-XX 1 Solid Edge .. - - w'^-'v GALVANIZED STEEL — 3 7/32— ---- MINIMUM THICKNESS;0.10I' Fors. LB � I— 1 m ASTM A653 ES GRADE 40 0.50 { 1 1 1 1 1 i i I ) j „ .. 1 ' -.....\\ f..\\ 7 A 13132 —1 �r co 1 1 r= 1 1 11` I l J ED I ( ) m 344 N 1 —�`// i 01 c,-) In csn- 1 1 ------- - { \ N Ill f I -OBLONG 0.344 X.625 Detail A 1— 21/32 i 1. _L co THIS DRAVYING OR PRINT IS THE PROPERTY OF ll t` ROUSSEAU METAL INC.AND SHALL NOT SE TRACED,PHOTOGRAPHED,PRINTED,OR i- REPRODUCED IN ANY MANNER,MOT US80 FOR ANY PURPOSE WHATSOVER EXEPT BY WRITTEN PERMISSION OF ROUSSEAU METAL INC. ST-JEAN-PORT-JOLI,QUEBEC,CANADA,GOR 300 TELEPHONE:(418)598-3381 FAX No:1418)598.6776 /` I I Po® 70100000 W PBCJET SPIDER 11>Rt.. DIMENSIONS: .T END BRACKET FOR SM60 "❑ `1164 ±10 ^x, MEZZANINE ,±,± MSSR.{FIR WE cuE4/PER aRlt.4'.,VAIL fri*ril No LU LESSIN. 1 ,±,1%',`l,1111`,„ r08.�rs+:F?.^1,kd 2002-04-26F Leblenc 20 12-06-19 SE SM64-300-01 1 Solid Edge _ IMIESOL GALVANIZED STEEL mNImum THICKNESS•0.101" w.LK LB ASTM A653 SS GRADE 40 027 — 3 9/16 .-4 i 1 I 3/8 ! . - - --- - - - - - - - - - - -- • . ! .... ., ! , op - ------ - --- --- co (-0 — I.... ...... N.,...1..) _ —'I f K„, .. . r -.----1 - i ,-- 21/32-4,-- 3/4 4- 3/4 ----- 3/4 ,-- r21/32---1-.- 3/4--.4- 3/4 --------3/4- - 4 V i I i ... . -11. 0- 0 - ... I '...,',J :•-.,, -•-], ._ , .. , .,. . . ._.... • THIS DRAWING OR PRINTIS THE PROPERTY OF ROUSSEAU METAL INE.AND SHALL NOT BE TRACED,PHOTOGRAPHED,PRINTED,OR ':.•.•...,:- ...,-.57-:,:, -'-.:-, '.. REPRODUCED IN ANY MANNER,NOT USED FOR ANY PURPOSE WHATSOVER EXEPT BV MittTEN PERMISSION OF ROUSSEAU METAL INC. ST-JEAN-PORT JOU QUEBEC,CANADA,GOR 300 TELEPHONE:(418)598-3381 FAX NO:(418)598-6776 ,.- '•: I I r't:' I f - • pa.12 ;1„0.:;E,RANCES„ ei.,6,...i,,gjgr, PROJECT . ' SPIDER SHELVING OIMENIStONS FLOOR SUPPORT BRACKET N/32 I±10 i4:—..... .....414 MEZZANINE '.1.\\ I I •6, j o..u. ,t,,,z,.. .7,..: DESSItt PAP D,TE C31.1a)PAR APY-1,4 POI UV, f6tClg 110.1)U DESSIN , • ±DOS" • •-••— C.Dube _ „'-',-;;;,11= MLIIMEKAU 2002-03-13 NL 2012-06-19 SE SM65-300-04 I .., . .,... , .. Solid Edge ,Ari"A' GALVANIZED STEEL MINIMUM THICKNESS 0,101" roes. LP ASTM A653 SS GRADE 40 0.33 — — 45116 — 1 3/8 — — __ . ._ , _._ T I. �l32X5l&S I 1-. co ET) f _ . P_ h-21/32 -1----3/4---1 314---._3/4. . --..-3/4 ---1 21/32 -- 3/4 --.* 3/4"— 3/4 I-- -3/4 --1 I m I _ .. _.— �. _... .__ , -__ - - THIS DRAWING OR PRINT IS TME PROPERTY OF ROUSSEAU METAL INC.AND SHALT.NOT BE TRACED,PHOTOGRAPHED,PROR REPRODUCED IN ANY MANNER,NOT USSED FOR -- j ANY PURPOSE WHATSOVER EXEPT BY WRITTEN - PERMISSION OF ROUSSEAU METAL INC. -- STJEAN-PORT-JOU,QUEBEC,CANADA,GOR 300 - II TELEPHONE:(418)598.3381 FAX NO:(418)398.6776 [ ' 1 ..I po.© TOLERANCE ' PPOJE7 SPIDER11116,. r DIMENSIONS L7 �.K� SHELVING FLOOR SUPPORT BRACKET s _ t _ nvr,I`.i, 1ll3 110 MEZZANINE :2\ ;'e`, ;6•, I - 1E594 F41 Dalt COW/PAP- ..1.4.K.nuc au.,,. NO.DU DESSP 1 C.5 x 005" 0ube M CSE SM65-300-06. VTOtiSSC LI ^^002-03-13, ,. LOoo6e012-06-19 I Solid Edge umf;kr i WI\I;ZED STE I I mit JIM 14 ',--IICKNESS 110 I NI, LB —318--.1' , ASTM A653,SS GRADE 40 0A4 1 1 +... I I t A -_:tt 2:1• . 1 - -2X (6 3/4 i , 1 V ‘ • ••,,, i I I' , ' 1 1 I, , _ I 1 Is l,,•:, ':, ,f-''''', '- I . , • 3 0131.01\IG,,, . 1,1 , T , -- -- --- ,- i [ A 1 3 --- _ - . , (7 34,1 „..,. .z., , I ,-----3 \ , , t --' t ; •'ORLON& J - I. ' THD.DRAWING'CR PRINT IS'HE PROPER TY OF , ' ' RLIWEAu mETAL INC.AND SHALL NoT BE I' [RACED,PHOTOGRAPHE3,PRINTED,IN RENODUCED IN ANY MANNr:19,NOT USE,3 FOR 1 1 ANY PURPOSE Wk.EATSOVER EXCEPT BY WRITTEN 1 , PERMISSION OF ROUSSEAU METAL INC. 3/4 —'—r \14 ” 3/4 ST4EAN-PORT-,KILI,QUEBEC,CANADA,CUR 3G11 TELEPHONE:(418;598.3381 FAX NO:(418)698-6776 pc.El JCLLIIANCES ...,,,,1,.",,,,,,..;..3_,..,.',,9' PROJET __ svID ER DIMENSIONS rnm 0 „„,,„......Z.L.,7.-,...:'=„,,,,,,,,. INS DE LEFT;RICHT BkACKET ±1/3 *10 -----r---r, mezzANINE s i % , ± 10 ,2\ 1 1 , • , 6 s ,..,,,4_ DtAtii PAR DA;t CANW';AR 144,04 1,901, t04,k/ NO.DU DESSIN ; 1 006” ....-----.- C.Dubt4 V EPU494911 2 0 02-0 6-0 4 , M L''''''n ,.2016-1 3_15 SE sm66-300-01 ' OAR ilf:, GALVANIZED STEEL • MINIMUM THICKNESS . „ PO. LB ASTM A653 ES GRADE 40 0.41 4 3/4 --------------------- ------------- -- - .= ,,...,„ 3/8- - -- 1 -4- I ..., /---0 .625 I , , 1 ; EI , . . ,.P - ...,, '- 2 OBLONGS " 5/16 X1/2 4 0 (0 •___ (0 i 111 '' 0 0 1_ 1 ' 1 i •., 5 OBLONGS 1--35/64±1/64 - 7/6 ÷- 3/4 - 3/4 - 11/32 X 5/8 ---ti , - THIS DRAWING OR PRINT IS THE PROPEFITY OF ROUSSEAU METAL INC.AND SHALL NOT glE 1/4: TRACED,PHOTOGRAPHEb,Noma,op REPRODUCED IN ANY MANNER,NOT USED FOR ANY PURPOSE WHATSOVER Exam Sy WRITTEN PERMISSION OF ROUSSEAU METAL INC. ' SNEAN-PORT-JOLL QUEBEC,CANADA,()BR 3GP TELEPHONE:(418)598-3381 FAX NO;(OM 533.5776 , . p.D ,TOLERANC'ES .....,;L:T.:Tlia..-',,,, PROJET ' LITNL DIMENSIONS LI SPIDER INsIDE BRACKET . . .. ''''''I— ±1132 I±I 0 --", ,,,,...-4.. MEZZANINE . J (kW, W-,,,,:, lESSI,RB4It 1,,,t ,,OKII PAR ,:t 1.4.N iF 1,c4,,t NO.DU DESSIN ,' t.005" '="' C.Dube , , I 0 ' — ratmeeav 2002-05-30 "L'''''''''e 2012-0s-19 SE SM67-300-01 .., Solid Edge MAIIMAL GALVANIZED STEEL MINIMUM THICK,NESS 0101" 4 OBLONGS--- ASTM A653 SS GRADE 40 RIIDS LB 0.51 k3/8.-1--.-- I --"1 i—5/8-.-1 I I 5/16 X1/2 \ \ SS 1 i , I i(--- 1 ,----, . 7---., 1 m CV CV rn a) — _ 1 I t i (0 a 0.344 -- 0 ----. 00 15/32 ... - I c‘.1 , co _111 CV 0 t--- ir\ 1 I . \ 1 •Iti 1 i-- -7/8 - --- 3/4 -4--- 3/4---6. \- 5 OBLONGS .-,--I/2 4 11132 X 5/8 T- . .. THIS DRAWING OR PRINT IS THE PROPERTY OF ROUSSEAU METAL INC.AND SHALL NOT BE ). TRACED,PHOTOGRAPHEDE ,PRIM; D,OR N.EREPRODUCED IN ANY MANNER,NOT USED FOR ANY PURPOSE WHATSOVER EXEPT BY WRITTEN (1;:J PERMISSION OF ROUSSEAU METAL INC. 41;rilger1(14VI54;81?3U3sEBEC,cANADA,GOR 3G0 1 FAX Np.:(418)598.6776 • -....,-. - --'TITRE J /.,;\ I 1 po.Lzi TOLERANCES .FZ.4; PROJET R SPIDE ..., DimENSIONs ,,r—,1 .1r. FRONT BRACKET MEZZANINE s Lai t1/32 ± 0 or-^----.,--. j I IT ' 0_1:144, ...L--•-• DESS1Nt PAP DATE cal.NUNii Amolt.0 IA, toftr, NO."DU DESSIN . ......7. 1 - ±005" C.Dube T„'t;,',Vg, -, amIsSeaV 2002-09-06 m•L"'T'be 2012-06-19 SE SM68-300-01 1 Solid Edge ...„-,--- GALVANIZED STEEL MINIMUM THICKNESS 1... 4 3/4 ..... rot. LB ASTM A653 SS GRADE 40 0.50 - I i 1 _. 2 A1/64 ......, ---25/32 -.--1 --1 1/4 1 I H- 1 . . . -------- 1 _... --- -,---- ...---,-,.. — -1 1 1 1 1 1 f 1 i co 1-.- 0 O010 cn 1 1 c.=..•.! 0 1 i . 1 . . ., 7/8 -.-I-- 3/4 3/4 ---I ' -----5 OBLONGS 11/32 X 5/8 Er-- 5/8-1 . 1 i _______ ___ 1 1 .., ' -;'- i' r. I „...... . . .. .... ... . (..,, ro s.. , ..... '' .... .. . ... al 7 1 1 , • 1 , ... . ... ,. 1 ' --- 4 OBLONGS 1 15/32 -. t t0 ..-,H,----- THIS DRAWING OR PRINT IS THE PROPERTY OF . I ROUSSEAU METAL INC.AND SHA(,.NOT BE . 2X TRACED,PHOTOGRAPHED,PRINTED,OR(25 .344- -'" 1 -----.--..—. —__ REPRODUCE')IN ANY MANNER,NOT USED FOR ANY PURPOSE WHATSOVER EXERT BY WRITTEN I PERMISSION OF ROUSSEAU METAL INC. ST.AEAN-PORT-J01.1,QUEBEC,CANADA,DOR 3G8 TELEPHONE:(418)598-3381 FAX NO:(ie)590-9776 TOLERANCES --.....=7,..-,,,:=•:. PRO,JET ---d--- -- —..±.---11 ' DIME%lOnlb ''''''''1 SPIDER SIDE BRACKET Mr-11 0 1,1EzZANINE , ±1/32 I 1 0 --------..,- . . , ..:.= ..,_ , atc..t 4ff—--. lESSI,i PC 0.01 •' COO RAR 1.IA,Iii PAIE FT 41,, i.C.,Du DEssN ±005" r :,,,,,-;• C Dobe SE SM69-300-Q otonlne , rour-z,C,ati 2002-05-31 4 L 2012-06-19 Solid Edge . 't.., MF1,11,AL GALVANIZED STEEL • MINIMUM THICKNESS.C/101" PODS. LB ASTM A653 SS GRADE 40 L.... 6 ,- • -12TYP. ---H --"-"- 6-' - - t 1 _ P- 1 1 f----I - - Lr3 1 . ... ... ... ___ ... ..._. _.. _ 1 1 1 i 0 0 0 0 0 0 0 00000000000000000000-0. .1- co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cri i c'l si- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0,0 0 0 0 , I I 0 0 0 0 0 0 0 00000000p 00000000 £ 000 ___ _ __ ___ ___ _ — --: '''''' ---- -- .-. .-- -.. 1.--- -- --- .--. ----- --- --- _1- -- r --- ---- I OBLONGS TYP.--. I-- ' 3/8"X 1/2" -.- I r--•--- -,r - 1 i 7 0 I 1 (i) _. A , ., c.'.2.1 1 • , • -- -12 TYP.• ---'-- -6- r^.. 6 - 0 .375 P.---/ THIS DRAWING OR PRINT IS THE PROPERTY OF ROUSSEAU METAL INC.AND SHALL NOT BE TRACED,PHOTOGRAPHED,SAWED,OR REPRODUCED IN ANY IIIIANNEK.NOT USED FOR SM70-420- DIMENSION WEIGHT ANY PURPOSE WHATSOVER EXEPT EiY WRITTEN (LB) PERMISSION OF ROUSSEAU METAL INC. 96 96 19.25 ST-JEAN-PORT-JOLL auteEc,CANADA,GOR 300 TELEPHONE:(418)598-3381 FAX NO:(416)598-6776 . - . . ..,—.....----, \ TOLERANCE iii«..',:1241;Z;;...:"hi pROJETlITRE DIMENSIONS: APACE. SPIDER 1± LONGITUDINAL SUPPORT mrn El MEZZANINE ±I/32 10 ----±,-7:.,. I,- DES.IPLAIr.E CONO.AR xviswit NA 9A1E iC..4 NO:bu DESSIN 1 N .005" N)I.)SSSSIJ 2002-03-14 , KLaC°'6' 2012-06-19 SE SM70-420—XX04 I Solid Edge . ~ • . GALVANIZED STEEL MINIMUM THICKNESS 0101" ... rolvs LH ASTM A653 SS GRADE 40 ,.... 6 ....; I t i I c.N ! 1 JD i-1-, .... i co — i I i 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cv 1 d- 71 4 I ) 00000000000000O00000000000-00000 a00000000000000000000. 00000 co T 0 0 00-6 0 0 000000000000009000000000000 1 i 1 , I , I TYP. ' OBLONGS 3/8"X 1/2" f 0 i l 0 i ammwrimi I. : i 04 , I --0 .375 TYP. — ;-- 6 —, I — -12 TYP, --•--Ik 6 .... THIS DRAWING OR PRINT IS THE PROPERTY QF ROUSSEAU METAL INC.AND SHALL NOT BE SM70-420- DIMENSION WEIGHT TRACED,PHOTOGRAPHED,PRINTED.OR REPRODUCED IN ANY MANNER,NOT USED FOR )0(06 12 (LB) ANY PURPOSE WHATSOVER EXEFrT BY WRITTEN 96 96 24.95 PERMISSION OF ROUSSEAU CTAI_INC. ST-JEAN-PORT-JOU,QUEBEC,CANADA,GOR 3G0 TELEPHONE:(418)598-3381 FAX NG:(41E1)8984776 ..,... . -.., '5 ----1 PO; T°1-EHANCES ';412-------7=7 SPIDER IlifiF ---- Dimeisioic -1 ,,,,.., 4., •7.,-;;":--::--.....= Mr7ZANINE LONGITUDINAL SUPPORT "'"'I—I tun I±I 0 :•-°'„,.•—•-••,-,--.......... 2. owc A -,m, •,,,, --..t., NO al DESSIN " , ; ,.. C.DEuh;. SE • ,.'",'Lri'n',';`,.., .41...1se.F.ii.1 2002-03-14 m'L°e'r"be 2012-06-19 SM70-420-XX06 Solid Edge PM I FRIAL GALVANIZED STEEL MINIMUM THICKNESS 0101" — ASTM A553 SS GRADE 40 I t _ . . I I . SM71-420- DIMENSION WEIGTH M04 "L" (LB) 03 1 1 I I in r 0, I 1 0 0 12 11 3/4 2.27 15 143/4 2.85 ! Ih 0 344 18 173/4 3.43 ,.. 24 23 3/4 4.58 34 33 3/4 6.52 35 34 3/4 6.71 0 I-• 3 7/8 H ,.344- 35 3/4 6.90 36 ,.., \ 37 36 3/4 7.09 • I I , . 38 373/4 7.29 _ 1 39 38 3/4 7.48 A ( )- 0 0 0,1 I 1) 0 p. 40 39 3/4 7.67 .Y (-LP4421 •:3- i 413.1 403/44 7.8788..2056 9 -5:1p 43 42 3/4 ,9--' 0 0 _____ =_,, . _______________ - , 44 43 3/4 8.45 1 I 9 , , 8.64 9/16 46 453/4 8.83 :76 4 OBLONGS-- —II 19/3211-- ' 47 46 3/4 9.03 344 X 625 48 47 3/4 9.22 I-..2 3/3.-- 56 55 3/4 10.76 I i 69 68 3/4 13.27 , L ,...................... L _ I 71 13.66 — i JD 1 0 70 3/4 ..... i S o72 713/4 13.85 73 72 3/4 14.04 H7/8,- c.,, 0 344 - y .. . .. .. c. IArea .68710 '2 THIS DRAWING OR PRINT MINE PAC/PEATY OF ROUSSEAU METAL INC.MID SHALL NOT BE - hx hx 1274 in , TRACED,PHOTOGRAPHED,Pilitoto,OR , r-*F- REPRODUCED IN ANY MANNER,NOT USED FOR hy 2.112 in ANY PURPOSE WHATSOVER EXEITT BY WHITTEN X lxx 1.562 in^4 PERMISSION OF ROUSSEAU METAL INC, SE -PORT:JOLI,QUEBEC.,CANADA,GOR 360 :.... 0.135 inA4 In (418)598-3381 FAX NO:(41$)598-6776 -C I Tol_CRANPRO JET 5CES „;,`,.. ---1-4.1.4.--t.', 111••••.........1 ‘ Po• SPIDER R - . DIMENSIONS "t`ttIl tt. ===== BOLTED FLOOR SUPPORT 1un 0 ------- MEZZANINE 0 ,2 6‘ I *1132 ±I 0 ---tr,,,,, ..A., 1 ± --"---'I^-:-; - ixsutt PAP[Pit. CDKU PAR AV.-AIM v.wE Fhk,,, 80.DU DESS1N 005" ' • -: C Dube ,,,,;;;;Tz„;, rOil ANAV 2002-05-31 14 L''''be 2012-06-19 SE SM71-420-XX04 I Solid Edge WTI At. GALVANIZED STEEL • MINIMUM THICkNESS 010r H —1 ASTM A653 SS GRADE 40 i--4.- ! cc, A71-420- DIMENSION WE1GTH ;) 1 ° 0 XX06 "L" (LB) 1 i I h ' I ---e-49 48 3/4 72771.-- I . 0 344 - I q. 50 . 49 3/4 12.56* 51 50 3/4 12.81 ,,52 51 3/4 13.06 3 7/8--- 0 344 53 52 3/4 13.32 54 i — -- ..... --.--1---J 53 3/4 13,57, .... - 1 55 54 3/4 13.82 56 0 0 N b 0 CD - - —_____ 55 3/4 14.07 ---(1) 57 (1) . 57, 56 3/41433 58 57 3/4 14.58 I 59 ._ 58 3/4 14.81 1 ' [ i CiD 0 0 - ,' 60 593/4 15.08 I61 60 3/4 15.34 1 1Y ' 62 61 3/4 15.59 I- i ,.... 83 62 3/4 15.84 9/16 1 1 4 OBLONGS ' 64 63 3/4 16.09 ---1 r I ' -- hx .344 X.625 65 64 3/4 16.35 1 I N , •-II 19/32r I THIS DRAIMNO QR PRINT IS THE PROPERTY OI 1 .. 66 65 3/4 '16.60 1 i Bous,sEAu MgTAL INC.AND SHALL NOT IIE TRAED,RIIOTORAPHED,PAINTED,OR Area 0.897 inA2 67 66 3/4 16.85 F 2 3/8 0-1 REPRODUCED IN ANY MANNER,HOT USED FOR hx 1.336 in ANY PURPOSE WHATSOVER FJ<EPT BY WRITTEN 68 67 3/4 17.10 BERIAssioN Of ROUSSEAU METAL INC. ' Y hy 1129 in 69 683/4 17.36 (xx 4.190 in•si4 sr-FEAN.B0B"wou,QUEBEC,CANADA,GDR 3G0 70 69 3/4 17.61 rELEBtat.m.(418)598-3381 FAX NO:(418)S98-6778 tYY 0.150 nM ____—_, — . ' 71 70 3/4 17.86 —_—. .--- >-, -- I -- 72 71 3/4 18.11 1-- 1 ' 81 80 3/4 20.39 83 82 3/4 20.89 MilinionmilimmeNi ,----- -It 0 -i- i i ,5±, 1 0 I 1 0 97 96 3/4 24.42 99 98 3/4 24.93 7 i T _ . [---- 0 .344 - . ' q I ...------- $ /5 r I p0 FE TOLERANCE ' ' 111M"..S `.::......:.:,...Q.. 127' PROJET PiDEN , DIMENSION:, ir032 0.i,D ' 1 .....,..x--,..4...-1:-.Ez kiEzzAN0A BOLTED FLOOR SL/ PORT , ± ±1 --7 , MS94 PC DA:It coo)rnn ,,,, A-,A,Nrr r4tke NO cu DESSIN 1 005" . -" C Dube ra .I,I bl.6.. PAII 2002-05-31 Nt I'C''be 2012-0SE6-19 S1,471-420-)0(06 I Solid Edge ' LHot Rolled.:./peI 0Q705 10025" ' 4i/3;; _ ASTM A569-97 TYPE 8,AIS)C1010 '- ! 112 .....-, 12 'FP . . ,,,...„ 0 .269MINIMUM YIELD STRENGTH.33 000 PSI 1 , , - 1 1 , ,& 1 7", ‘ A 1 i.„,,, ?0 .7 ‘0. 0 ki 00 .... , - liEia E€iii QEFi) t---4 t . ) I 9 1 1 EEE3 giE3 ,E; _......; , i .... 0 0 0 T I ' Uzi '--•., 18..-'.. :. tp, — --,I 11161. ,., Section properties dross section Minimum'section ,.--- de 71776.1217511i ...'"'N\ hx 0.8125 in 0.8125 in Equivalent inertia based , by 132 in 13521 in 2.12.12412441......._ e, ... i / lxx 0.1801 in4 0.1088 in4 - lxx equiv 0.1458 in4 , lyy 0.0595 in4 0.0368 in4 lyy e9uiv 0.0475 in4 4 \ • , , . , . - t 0.0705 in 0.0705 in 1 . 4 ) / i ''','''ii. —y i mr•1-:-.:.n,....,,-,_'?".-,-. .._.,y PAST WEIGHT 11. il t II , ri--e-. 0.120 pound/inch • , ,-, i x TX \'•‘')1. ' Gross section Minimum section -! '-* 1 '-';'' i -1 --1/2h , _—_—_---,-- 1 1 1 ; ; 1 i 1 L H H Hi i 1 '. 1 , , I i 1. ' li i , • _ ti 1 1 1 1 i • 1 ' , 1 1 .; t 1 i 1_ L I r. THIS DRAINING OR PHINT IS THE PROPERTy oF ROLISEAU METAL INC.AND SHALL NOT RE I, .. - - -- TRACED,PHOTOGRAPHED,PHINTED.OR r) I-) '--) rTh , .) I-) le.: (-.1 ('-'.! r.) / ) . I ; REPRORUCED IN Ate MANNER,NOT USED FCA - -' •-) '-' ;,) i ANY PURPOSE WHATiOVER EXEPT BY VVRprp:EN ._ I PERMISSION OF ROUSSEAU METAL INC. TSETillEpAHNo-ip4EOR(411-1110)51_91,803L138ETC ,AxCIA4c1;1A(40i%)050955.:197% :::: -...--- ... I I 1 .:5's,I , , , Po.rij ',,l'‘,..TIR.A;NC,,E.S, ":t,,,,-Efri' PROJE T DIMEN.IONS, rem,--, SPIDER SHELVING POST L-1 *1/64 I±I 0 ''4:1-::"..4-a. ... a.m.,. -4.)::` flE.551,5PAr1 DMZ CONVJPA APPF./..,Pk,A F. .M1,1.1 I ma DU LIES'SIN 1 e 005 --, Claude 1,1 CCRiSr..e101 2002-04-19 "t,o's,''' 2•YY1- ,,,_oi, SE SRI.1-070-XXX I , •.„.(•,IRA t.1,4t- inAn 4; 14 GA HOT ROLLED STEEL i00705±0.0025) • NI __....;—....._ MIL. LB , .... 1 ASTM AI 10_11 CS TYPE 5 sey zt ....----......, ni MIN YIELD STRENGTH 33 000 RS1 ...,,. 17 1 1 CM ol / I' 1-1 \ THIS DRAWING OR PRINT IS THE PftfrEFITY OF ROUSSEAU METAL INC.AND SHALL NOT se .,,,,,' . ! 1 [-- ' TRACED,PHOTOGRAPHED,PRINTED,Of% V ) C"•1 REPHODUCED INA NY MANNER,NOT USED FOR II ANY PURPOSE VVHATSOVER EXEPTAY WRIT(EN , 1 ..._.::/ ( ) PERMISSION OF ROUSSEAU META LINc. STNIFAN-PORT-JOLI,QUEBEC,CANADA,GAR 300 c- : f I i ----1 --9/32 1 , II / TELEPHONE:(418)5984381 FAX No i(418)598-0776 DETAIL B -- II .../ - --I 9/32---- DETAIL C 1-* 1 , 1 , ------.. - , • "6 Tr 1 H( - 11_4-D! n-- ) F [1 - cove A-A C --- I 1I/64-- cpc) ••''''''''-------. . SR21-420- COUPAGEJ \ , XX I / , , II ,. 30 30 36 36 t I \ ; 1 E . 42 42 48 48 56 56 DETAIL E.694 7,- •=3- SECTION PROPERTIES 58 58 - A 0.341 inA2 60 60 I I A lxx 0.166 n4466i66 IYY 0.048 inA4 69 69 .. . Cy 1.044in 72 72 po.0 ToLERANcEs ::D.7..:::=47.7q PRO JET -- — I iciRD I' ' _______IL_______1 :5", • DIMENSIONS ,-..., '.0m, MEDIUM DUTY BEAM rIrn I-1 ±1/32 ±I.0 --a•-•"*.lm*4".....—^. --..-- TE.94 PC J.ME:'"I'41;SI":"*.t.,PRIADCER'NG ,...,t.4..m Nov rt-1,i, NO.DU DESsiri . 1 C..Dube — SR21-420X -X f,,, rouRs.eag 2001-10-2 9 Y'L'c'mbe 2 009-04-0Z St Sold Edge - --, . - . 4,41114111 ...".•-•'-.--- d -.. 12 GA HOT'ROLLED STEEL 10.1045±00081 - ' ASTMA1011 CS TYPE 8 rof'S LB 55 TO 70 HRID 4 C\I THIS DRAWING OR PRINT IS THE PROPERTY OF ROUSSEAU METAL INC.AND SHALL NOT BE . - I I TRACED,PHOTOGRAPHED,PRINTED,OR USED FOR 1.7-5 ".. ... 4INYEPRPOURDPU0sCEED wINHAANYTsoMvAENRNExERE,NOTortBy wsiTTEN II 1 1, PERMISSION OF ROUSSEAU METAL INC. _ --. -9/32 \ , r TELEPHONEETAN-P R(4714 08)5L 19 8.3,QUEBEC081FA CANADA,kNO(413,GORs8 8,63 7 7.6G 0 DETAIL E .----"/ . .--.....,.....___ 1-- . — DETAIL D E ) , 1 --' 1 L. ta.,,,, \\< i A , I oupe A-lk D ,------- f( StR22-420- DIMENSION - _ 1 ' •--5/8 I-.— 36 36 1. I i ,..0 • I 48 48 ..-- ---... ; CR ''.---- 54.-I.-- 59/64 ,L,3- / ... -. on V 60 60 L U - 1 Detail C II1 I-II ,--- ,:t TITI — A 0.534 in^2 "1' i ----4 I 1/32 72 72 1 I I ,) L sEcON PROPERES 66 66 I lxx 0.4008 inA4 =I/64 76 76 ,.. lyy 0.0822 nM 78 78 Lr;VI I[ I I 715 Cy 1.334 in 84 84 r•-• .-1- .686 , 96 96 1-------T pa Iiii TOLERANCES ,,J„,,,.,„„I:,,,„.,,,,,,,,,l.' PROJI ,-- , DIMENSIONS ,---, I '1I"' =:,..`72:;,..:.:I" "SPIDER" TITRE ' HEAVY DUTY BEAM '2.1.--.-11 ±I/32 ±1 o ---....77„---=.4, MINt-RACKING W."---7: IL.5511 t•PAR DATE COCO r tA ApY,r.4...1 NW t I AD DU DESS1N - ±005" C.Dube 1,ALmornbF, '_ 5R22-420-XX 2002-02-18 009-03-17 S Solid Edge .. -- , . , I IP • 14 GA GALVANIZED STEEL 10747=0071 ASTM 4653 GRADE 33 11116 DRAWING OR PRINT IS''N PROPERTY OF ROUSSEAU METAL INC.AND$MALL NOT BE TRACED,PHOTOGRAPHED,PRINTED,OR REPRODUCED IN ANY MANNER,NOT USED FOR ANY PURPOSE WHATSOVER EXERT BY WRITTEN PERMISSION OF ROUSSEAU METAL INC. ST-JEAN-PORT-40U,QUEBEC,CANADA,GER 3G0 TELEPHONE:(418)588-3381 FAX NO:(418)5986776 Tr I(1 83" q 1 ---I. I!4 - � --318 11132 3/ I SR25-260- DIMENSION XX "L" 12 12 1/8 15 151/8 16 161/8 18 181/8 24 241/8 30 30 27/64 32 32 27/64 36 36 27/64 42 .. 42 27/64 48 48 27/64 Po[j] TOLEMNCE PaOJET. 711 Ft1 L3! MEDIUM DUTY TIE BAR SPIDER DIF9E�JSIUIJ`v. •R,nw" `"� -� mm MINI R,AC!CING • - *1132 t10 ulaw.e _ (ESSI AFM DATE. ..1SO)PIN u,wti r•*,.xa Iwo ND.PU DESSIN 1 ODS _ C.DUbe tNiLsEornbe SE SR25-260-XX Solid Edge 1'GYIa?b�.;--acs 2001-12-I0�T� 2009-03-16 uATAU J. 14 GA GALVANIZED STEEL 10.0747±.0071 ASTM A653 GRADE 33 I --'-'11391641,4( __. : ._ . .� i ' I Ii : 11 I� i �I E5 } co , M ii — 1 1/4---I h`-. ---113/8 - I T 11/32 .. _.-- I- 1 ----1 SR27-260- DIMENSION XX "I_" 12 121/8 15 15 1/8 16 16 1/8 18 18 1/8 24 24 1/8 30 30 27/64 • 32 32 27/64 36 .36 27/64 42 _ 42 27/64 48 48 27/64 j\ 2001-12-ID CL '3`,.��, ,� - _ po. l TOLARANCE PROJET. TOR CaA1Eftl51uuS *o,.o� • ..w- SPIDER REUEss86S$i 1.1 soca " T mm p I ._....:.;;w.a.,,,,. MINI-RACKING HEAVY DUTY TIE BAR P.N;.IEN9ES$IN 9-09-0' . 11/32 110 2' :4� ;'S`.,. o .e DESspt OAF,NNE newu rArh=4P.Al: E‘-+6 60 DU D£S94 005" C.DubA Ml�wmbe SE SR27-26Q-XX 1 wv: , ras €c.atp 2001-I2-IC , 2009-03-1a I Solid Edge — MATER EL. COLD ROLLED STEEL 0.046"±0.002" . POIUS. ASTM A1008 CS TYPE B �� . "L"+1/64 I I Ij A co ice._._17/32±1/64 A 83° 21/32 r '— .125±010 <r co"01 6 01I ,-- 1 A -1 ----► --!.- 11/16 ±1/64 �._. ._.0 .250 SR30-260- DIMENSION WEIGHT XX "L" LB 12 105/32 .85 15 13 5/32 1.10 I 16 14 5/32 1.18 L ___ 18 16 5/32 1.35 CI F 24 22 5/32 1.85 28 26 5/32 2.18 30 28 29/64 2.37 .. .--1- 15/16 I 32 30 29/64 2.54 34 32 29/64 2.70 36 34 29/64 2.87 42 40 29/64 3.37 48 48 29/64 3.87 E ,.I ® .3 Mil --.a..... po.ro TOLERANCES ....._,r.`" PROJE. ..... TITRE: """"'°" "" "SPIDER"SHELVING MINI-RACKING SIDE BRACE v - DIMENSIONS: 7.",-Z11":: "µ 2', 4•'., ,'6 OESSINE PAR:titre EEN5O PAR: AFP ROM PAR GAM EGRFLLE NO.DUDESSIN N :005" ._..._ C.Dubh s SR30-260 XX Sold Edge °, °�IAA fK�Li"13LFbU 01.09 OB �.Lecomha 2011-09-26 SE 1 HO' in(a"D EEL(0.Ir•:.1' I-()O:!! A,-,IM Ai``?II.!"'i IYPE F3 nes I:H •Ifi I0 sit'HRB 021 I j 11 Ili0 i1 11� - I it ; ;i I 1 — n .13 , 1 1 I i i i I 1 0- LVINt; a,'S I 3113:: TOLERANCES -s,71,,,,, ,-,!' PROJET: TITRE. DI^E"Spm �I SPIDER SHELVING F007PLATE s 21/64. 1=10 n '\ I I ,a .I I ''5,.. I I .i.npilw st, caKu°nx .�r.a a�„�: a.:.a' NO.-DU UEcSIN� t oos' �ur,E i s rottgre86u 2002-05-22 Fn '''' i-P±_ SE CR'0--110-0 7 JEAN MASSE tNGEnt UR Lac Beauport, October 20 th 2000 Rousseau Metal inc. a/s M. Michel Lacombe, ing. Dir. R&D 105, avenue de Gaspe ouest Saint-Jean-Port-Joli GOR 3G0 OBJET: Load Test report for shelves post Monsieur, You will find here the report for determination of safe capacity of shelves lronl -tests conducted on post, as you asked me to do in a -later dated on July the 20a', 2000. 1- MANDATE The mandate was to realize load tests in laboratory on shelving post #SR 1 4 produced by Rousseau to determine by tests the compression ession Atreught of tholes elements in accordance of standard ANSI NIH28.1-1997 titled 'Specifications for testing industrial grade Steel shelving'. Tests have been realized on August 17, 18 and 22 2000, 2- SET UP 'chose tests were realized to determine the compression strenght of post for different buckling heights.. Three series of tests for three buckling heights (36. 31 and 23 inches) were conducted. I rR:...?l,..?1{:_ ;.-tt. ,t,. tRiftliff- .Jin d 5(1 CheMin des Grunaes.t e 9S0.}_.,, 3t r?,QL:e}X"t GOA°.'i} The set up was erected to yet unitorm loading on all shelves and rnesure with a load cell the failure loads for wished configurations. The set up has consisted of a two-wide shelving section erected as used in the field installation. The first shelf has been installed at the lowest shelf position (at the bottom of shelving). and the second has been installed at "S' spacing above the first one, which is the buckling height to be tested. Succeding shelves are located at minimum spacing over the second to get good configuration to load the shelves. You will find in Appendix l the set u � drawings fc r the properly pp f �.� _ three series of tests. Different lots of steel have been used to establish real conditions of flekt where variances can be observed in steel's physical and chemical properties (Fy and Fu). The properties of the lots used are showed in Appendix 2 3- TESTING APPARATUS The load tests have been realized by application with an hydraulic jack, unit-in-in loads on shelves by a test frame. Loads have been mesured with, a load cell model. ANCLO 250, connected to a reading box meter model P-3500. Those equipments have been calibrated and certified as required by ASTM_ Method E4 titled `Verif cettion of Testing Machines' Consequently, I ccrtf}' that load-testing apparatus complies with the requirements of ASTM Method.E4 4- RESULTS See table of tests results in Appendix 3. The failure loads (Lu) on the two wide shelving, established by arithmtic means are the following : 2 Lu jbt) S Ono 41300 36 44900 11 47000 23 The weights of shelving and testing apparatus and fixtures have been added to the loads measured in testing. to determine fame loads, 5- ALLOWABLE LOADS ON POST After calculations of failure loads applied on each post, the allowable load is derived by applying a factor of safety 1.92 on the failure loads (article 2.3.2,4 of ANSI MH28.1-1997). After calculations. the allowable toads (La) on_post are the following La (lbf) S (in) 5380 36 5850 31 6120 23 Those results are valid for different series of post produced by Rousseau. as SR- 10. SH-10 and SH-14. I hope that the report complies with your wishes. Truly, fry . Joan Mas5CI -1 Uean Masse, P. ENG. 3 _______________ NO NO. PIECE 1__„...OTE DESCRIPTION 1 i SH20-100-3624 28 TABLE TTE 0X61- ...,.. „ . SR14-1Q 6 POTEAU UN t VERSEL 1 SH33-36 & ENTRE TOt SE ARP I ERE SH60 112 CROCHET CE TABLE TTE { ,s.t;,-;-• ,-, IF 7-I 5 SH34--268-24 0 ENTRE TO1 SE DE COTE ,.....,... ,_.._,„ i 'ti'., n .,, no.. Min 1 •.;.;.-„,,,,,,,,_.4;,..::,---0:4-4 1.- ' ' 1.;,..-kz.9-..;::::-.1..,-,7.,c.•:,;.,..„:.,, , ,0 4o .'4 ,I t , . r, ';1 ------.-4 , 1 1.f..._ .4." , , . 10 -- o ) ..,..___ , ,,d ;Ar; 1 i ..! , _1 • ,t,r ),,, i •i ,---- , ,i. % - , . q 4 kl ' t : I - Ll'*1•01"7- 11o°iZ---------- I i I ? '---1 : • 1.1 •t L......___--,77— i ! 1--- -", 0 91:';., , K101 -- \\------27--1. 1 . 4; (.: — . - ---- , r '-~-cy- " t -- of c 1 'o , o 0....,_. Arli..\ 0 .. , ,d '' 04".,er?4.;,,e;:.:1;',".,..,V•A I °.'.------ • I° ,° ...;m.;. . ..,,° , i 10_4111.11111111W d t1 : ! ' 7' 1: -0 \0: .,. 1 i • ! , , , i'r3. t I • . 'I , i t, , . /.• t ' 1 'i 33 3, '• . ... . , . . '.• I i ,., ii ,4 1 , ' ' .,.•,,,-;,.,,,,,I.;,:. ,./....-:,;.r.r., ! ,I 1 , f •..3 't I ' . 1 . . ... ,. 1 I p, Ial ii0L.,4„s• . , . 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