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Specifications aue2..o-2.0 - corn SDI bt-P-NAI\A OFFICED COPY i VE JUL 27 2020 CITY OF TIC ARD BUILDING DIVISION Sfruc'tu ra Engineering Design .<<GR�° PROp Project Name : P51 �cp ‘AG I N .,. Project Number : SED-O7O02O-28 62618PE r dRE:. 1 . Date : 07/08/20 A aArccRsc,A Street Address: 7324 SW DURHAM RD 07/10/2020 NGQIAO City/State : PORTLAND, OR 97224 EXPIRES:06-30-2022 Scope of Work : STORAGE RACK Minggiao Zhu, PE/P.Eng 1428 N Shevlin Court TEL:909.596.1351 FAX.909.596.7186 Sewickley, PA 15143 1816 Wright Ave.Ste200 La Verne.CA 91760 Tel:909.696.1361Fax•909.693 8661 By: Bs Eng:Mqz Project: PSI Project 4:070620-28 Design Data Configuration:Rivetier II Shelving Type 8:96 in x 48 in x 36 in 1) The analyses of the light duty storage fixtures conforms to the requirements of the 2018 IBC,2019 CBC and ASC 7-16 2) Steel minimum yield,Fy=36 ksi unless otherwise noted on the plans or analysis herein. 3) Anchor bolts shall be provided by installer per ICC reference on the calculations herein. 4) All welds shall conform to AWS procedures,utilizing E70xx electrodes or similar.All such welds shall be performed in shop,with no field welding allowed other than those supervised by a licensed deputy inspector. 5) Slab on grade Is 5 in thick concrete with fc=2500 psi WPS5 Wvet,er SheIvIng-l'SI.xl Page , of (C.) /I7/202r) Structural Engineering & Design Inc. 1815 Wright Ave.Ste 200 La Verne.CA 91760 Tel:909.698.1351 Fax:909.593.8661 By: Bs Eng:Mqz Project: PSI Project#:070620-28 Summary of Results Configuration:Rivetier II Shelving Type B:96 In x 48 in x 36 In Shelf Configuration I#of Levels= 5 36.0 In H= 96.0 In L= 48.0 in Location Elevation Load hl= 4.0 in 150 lb h2= 23,0 in 150 lb h3= 23.0 in 150 lb h4= 23.0 in 150 lb h5= 23.0 in 150 lb Seismic Coeff: Ss= 0.851 Product Load/Lvl= 150 lb S1= 0.390 Dead Load/Level- 10 lb Fa= 1.159 Fv= 1.900 Steel Fy= 36,000 psi Component Summary Column WPSS TUR 3"x14ga 0.51 OK Beam WPSS Double Rivet Lo Prof(SSLP) 0.95 OK Beam Rivet 1/4"Nam Rivet x 1-1/2"Spacing 0.46 OK Anchor (1)3/8"x 2"Embed Hilti Kwikbolt TZ per footplate 0.08 OK Special Inspection Is required per ICC ESR 1917.Net Uplift=32 lb Footplate 5.75 x 3.625 x 0.075 Footplate at T Post 0.02 OK 3.Sx3.625x14ga at L Post Slab on Grade 5 in thick concrete with fc=2500 psi 0.05 OK 750 paf allowable soil bearing pressure Notes Column Reactions(ASD): Axial column DL= 25 lb Axial column U.= 375 lb Axial column seismic load=+/- 180 lb Net Seismic uplift= 32 lb WP.55 R.veber II 5heIv nq-P5Lxl5 rage 3 of1. 7(I12C;. 'Structural Engineering & Design Inc. 1815 Wright Ave.Ste 200 La Verne.CA 91750 Tel:900.696.1351 Fax:909.593.8661 By: Bs Eng:Mgz Project: PSI Project it:070620-28 • Seismic Forces Configuration:Rivetier II Shelving Type 8:96 in x 48 in x 36 in V1= Ss*W/R Ss= 0,85 V2= [0.4*ap*S05*Ws*(I+2*:/h)/(Rp/Ip)] r Deck DL= 0 Psf S1= 0.39 V3= 0.044*Sds A I Deck LL= 0 psf Fa= 1.16 V4= 0.5*S1/R f Trib Area=A= 0.0 IM2 Fv= 1.90 v Deck level LL= 0 Ib Sds= 0.658 V1= 0.1644 hb i' Deck level DL= 0 lb Sd1= 0.494 V2= 0.1644 a R=Rp= 4.00 V3= 0.0289 M � [p= 1.00 V4= 0.0000 r-- ap= 2.5 Vn,,,,,,„„= 0.015 z/h= 0.00 Elevation #of levels= 5 Seismic Coeff=Cs=0.1644 Depth= 36.0 In (Either Direction) Product LL/Shlf= 150 lb Cs*Ip= 0.1644 DL/Shlf= 10 lb Down Aisle Seismic Shear(Longitudinal) Cross Aisle Seismic Shear(Transverse) Wrong= 1:(LL*0.67+DL) Wtransv= E(LL*0.67+DL) = 5531b = 5531b Vlong=Vic= 0.1644*552.5 lb Vtransverse=VT= 0.1644*552.5 lb = 91 lb = 91 lb VT/col= 46 lb Vk/2= 46 lb 1 Summary of Reactions(See following pages) Longitudinal Column Loads Transverse Column Loads Pstatic= 1:(LL+DL) Mlong= Mr*VJV, Pstatic DL= 25 lb Movt= 6,473 In-lb = 400 lb = 928 in-lb Pstabc LL= 375 lb Depth=D= 36 in Longitudinal Conn Moment Pseismic= Movt/D = 180 lb Mtransv=MT= 938 in-lb Transverse Conn Moment WITS Rv<ber II Shelv, -PSi.xia Page 1.4. of (0 7/7/L'D1G • Structural Engineering & Design inc. 1816 Wright Ave.Ste 200 La Verne.CA 9176D Tel:909.696.1361 Fax:909.693.8661 By: Ss Eng:Mqz Project: PSI Project#:070620-28 • Transverse Column Loads(Weak Axis Bending) Configuration:Rivetier II Shelving Type B:96 in x 48 in x 36 in Net Section Properties Column= WPSS TUR 3"x14ga Aeff= 0.393 in^2 Slf= 1.67 Ix(downaisle)= 0.262 in^4 E= 29,500 ksi Sx(downaisle)= 0.139 in^3 Cb= 1.0 rx(downaisle) = 0.818 in Cmx= 0.85 Iy(crossalsle)= 0.160 in^4 Kx= 1.0 1-1/2" Sy(crossaisle)= 0.117 in^3 Lx= 23.0 In ry(crossaisle)= 0.638 in Ky= 1.0 Fy= 36 ksi Ly= 92.0 in 3" Axial DL= 25 lb Axial LL= 375 lb Pseismic= 180 lb Loads Load Case:(Fully Loaded) Axial=P= DL+O.75LL+0.75*0.7*Pseismic = 4O1 lb Moment=My= 938 In-lb Axial Analysis KxLx/rx= 1*23"/0.8175" KyLy/ry= 14'9270.638" Fe < Fy/2 = 28.1 = 144.2 Fn= Fe = n^2E/(KL/r)max^2 Fe= n^2E/(KL/r)max^2 Fy/2= 18.0 ksi = 14.0 ksl = 14.0ksi Pn= Aeff*Fn Slc= 1.92 Pa= Pn/Qc = 5,503 lb = 5503 Ib/1.92 = 2,866 lb P/Pa= 0.14 < 0.15 Bending Analysis Check: P/Pa+My/May_< 1,0 Pno= Ae*Fy Pao= Pno/Sk Myield=My= Sy*Fy = 0.393 in^2*36000 psi = 141481b/1.92 = 0.117 in^3*36000 psi = 14,148 lb = 7,369 lb = 4,212 in-lb May= My/Slf Pcr= n^2El/(KL)max^2 = 4212 ln-Ib/1.67 = n^2*29500000 psi/(1*92In)^2 = 2,522 In-lb = 5,504 lb p= {1/[1-(S1c*P/Pcr)]}^-1 {1/[I-(1.92*401 Ib/5504 Ib))}^-1 = 0.86 Combined Stresses (401 lb/2866 lb) +(938 in-Ib/2522 in-lb) = 0.43 < 1.0,OK (EQ CS-3) WPS.`: Wvet c•• Page 5 of ( 777/102O • Structural Engineering E & Design Inc. 1E15 Wright Ave Ste• 200 La Verne.CA 91760 T P gng 696 �361 Fax:qnn Raz occl By: 8s Eng Mqz Project: PSI Project#:070620-28 Longitudinal Column Loads(Strong Axis Bending) Configuration:Rivetier II Shelving Type B:96 In x 48 In x 36 in Net Section Properties Column= WPSSTUR3"x14ga Aeff= 0.393in^2 Qf= 1.67 Ix(downaisle)= 0.262 In^4 E= 29,500 ksl Sx(downaisle)= 0.139 in^3 Cb= 1.0 /• rx(downaisle)= 0.818 in cmx= 0.85 ly(crossaisle)= 0.160 in^4 Kx= 1.0 1-1/2" Sy(crossalsle)= 0.117 InA3 Lx= 23.0 In J Ty(crossalsle)= 0.638 in Ky= 1.0 - ---- Fy= 36 ksl Ly= 92.0 In Axial DL= 25 lb 3' Axial LL= 375 lb Pseismic= 0 lb _ Loads Load Case: (Fully Loaded) Axial=P= DL+0.75LL+0.75*0.7*Pseismic = 306 lb Moment=Mx= 928 in-lb Axial Analysis KxLx/rx= 1*23"/0.8175" KyLy/ry= 1.9270.638" Fe <Fy/2 = 28.1 = 144.2 Fn= Fe n^2E/(KL/r)max^2 Fe= n^2E/(KL/r)max^2 Fy/2= 18.0 ksl = 14.0 ksl = 14.0ksl Pn= Aeff*Fn Qc= 1.92 Pa= Pn/5k = 5,503 lb = 5503 Ib/1.92 = 2,866 lb P/Pa= 0.11 < 0.15 Bending Analysis Check: P/Pa +My/May<_ 1.0 Pno= Ae*Fy Pao= Pno/Qc Myleld=My= Sx*Fy = 0.393ln^2*36000 psi = 141481b/1.92 = 0.139 inA3*36000 psi = 14,148 lb = 7,369 lb = 5,004 in-lb May= My/cit Pcr= n^2EI/(KL)max^2 = 5004 in-lb/1.67 = n^2*29500000 psl/(1*92 in)^2 = 2,996 in-lb = 5,504 lb p= {1/[1-(Qc*P/PCr)1}^-1 = (1/[1-(1.92*3061b/5504 Ib)]}^-1 = 0.89 Combined Stresses (306 lb/2866 lb)+(928 in-lb/2996 in-lb)= 0.35 < 1.0,OK (EQ C5-3) Wr J5 Rrvetrer II 5ncINng-FSLXb Page of ` 0 71712020 • Structural Engineering & Design Inc. ( 1816 Wright Ave.Ste 200 La Verne.CA 91760 Tel:909.696.1361 Fax:909.693.8661 By: Bs Eng:Mgz Project: PSI Project#:070620.28 • Double Rivet Beam Configuration;Rivetier 1I Shelving Type B:96 in x 48 in x 36 in Beam Type= SS Double Rivet Beam Dow,alsk bean) lx= 0.2060 in^4 t=?� 4 4 4.gan 4 4 4 A Sx= 0.123 in^3 !Fy-beam= 36,000 psi i rV i Shelf Span=L= 47in ? , v v v v 4 v — II Downaislc bean) I L Shelf Pio view 55 Al R+vst Isc4:1 Check Beam Bending Check Beam Deflection Shelf DL= 10 lb Shelf LL= 150 lb E= 29,500,000 psi Shelf LL+DL= 160 lb Load=w=LL*0,67/(2*L)= 14.5 plf D= 5'w*L^4/(384*E*Ix) = 0.0130 in M= w*L^2/8 = 334 in-lb Dallow= L/140 0.34 in OK fb= M/Sx = 2,713 psi Fb= 0.6*Fy 21,600 psi fb/Fb= 0.13 OK Check ORB Beam Rivets For Static+Seismic Loads Check load case: DL+0.75LL+0.75*0,7*Mseismic Rivet Spacing=d= 1,5 in tmin= 0.075 in Rivet diameter= 0.25 in Fu= 58,000 psi Column Fy-rivet= 36,000 psi Rivet Max Conn.Moment=Mc= 938 in-lb W= (LL*0.75+DL)/4 Beam Mc*0.7'0.75=M= 493 in-lb = 31 lb C= M/d r C = 3281b Shear Capacity= Rivet Area*0.4*Fy-rivet = [(0.25 in)^2 *pi/4]*0.4*36000 psi M 7071b Bearing Capacity= Rivet Diam *tmin*Fu* 1.2 1,305 lb Beam to Column Effective Shear= [(W/2)^2+C^2]^0.5 = 328Ib OK WPSS Rv<:Lrer II Shelving-PSI.xis Page 7 of ( 0 7I7/2<)7C Structural Engineering & Design Inc. 1816 Wright Ave.Ste 200 La Verne.CA 91760 Tel:909.690.1361 Fax:9D9.593.8661 By: Bs Eng:Mgz Project: PSI Project 0:070620-28 Anchors Configuration:Rivetier 11 Shelving Type B:96 in x 48 in x 36 in Check load case:0.9D+0.9*0.67LL+V Loads Vtrans=V= 91 lb r V DL/Frame= 50 lb LL/Frame= 750 lb Frame Depth=D= 36.0 in Wst=(0.9*DL+0.9*0.67LL)total= 497 lb Htop-IN= 96.0 in LL @f TOP= 150 lb N Levels= 5 DL/Lvl= 10 lb N Anchors per col.= 1 DL*0,90= 9 lb T Lateral 0vt Forces=L(Fi*hi)*1.15= 7,444 in-lb 1L I4r � SIDEiLEYATIQN Fully Loaded rack Vtrans= 91 lb Movt= 2(Ft*hi) Mst= Wst*D/2 Net UplIR=T= (Movt-Mst)/D = 7,444 in-lb = 497 lb*36 In/2 = (7444 In-lb-8946 in-lb)/36 in = 8,946 In-lb = -42 lb No Uplift Top Level Loaded Oni Critical Level= 5 Hgt Lvi 5= 96.0 In Vtop= Cs*LLtop Vtop= 0.164* 150 lb Movt= Vtop*Htop*1.15 = 25 lb = 25 lb*96 In* 1.15 = 2,760 in-lb Mst= 0.6*(LL-top)*D/2 Net Uplift=T= (Movt-Mst)/D = (150 lb*0.6)*36 in/2 = (2760 In-lb- 1620 in-lb)/36 in = 1,620 In-lb = 32 lb Anchor I Net Seismic Max Uplift=132 LB 4 Check(1)3/8"x 2"Embed Hilti Kwikbolt T2 anchor(s)per footplate** Special inspection is required per ICC ESR 1917. Pullout Capacity=Tcap= 600 lb Shear Capacity=Vcap= 500 lb Phl= 1.00 Tcap*Phi= 600 lb Vcap*Phl= 500 lb Fully Loaded: (46 lb/500 lb)AI = 0.09 <= 1.2 OK Top Level Loaded: (32lb/600lb)A1 +(13lb/500lb)A1 = 0.08 <= 1.2 0K WP55 RvetJer II 5helvng -'5:.xbb Page 0 of ,, 7/7I?[[7G Structural Engineering & Design Inc. 1816 Wright_Ave Ste 200 La Verne.CAJ1750 Tel:809.596.1351 Fax:8➢8.583.8661 By: Bs Eng:Mqz Project: PSI Project#:070620-28 Base Plate Configuration:Rivetier II Shelving Type B:96 in x 48 in x 36 In Section Actual base plate for T Post is 5.75 in x 3.625 in x 14 ga,but a smaller area is considered to be effective due to the rigidity limitations of the baseplate P Width=B= 4.00 in Column Width=b= 3.750 in Depth=D= 2.00 In Column depth=b= 1.875 in 1 1 Plate Thickness=t= 0.075 In L= 0.13 in Nib Fy= 36,000 psi al�_1K it14-L ! Cross Aisle Loads =.-- w Axial DL= 25 lb Axial L= 375 lb DL+0.75LL+0.75*0.7*Pseismlc= 401 lb Pseismlc= 180 lb I= Base Plate Depth-Col Depth = 0.13 in fa= P/A=P/(D*B) M= wL"2/2=fa*L^2/2 = 50 psi = 0 In-lb/In Sbase/in= (1)(t^2)/6 Fbase= 0.75*Fy = 0.001 in^3/in = 27,000 psi I 31/7-_ = M S- la .----.5 5/4'.-_ fb/Fb _ /I( P �)(Fb)1 = 0.02 OK Sr_ CONNECT To urnwn CONNECT TO UPRIGHT w/n)Or TEN SCREW wt CA yr TEx SCREWS RosPP roo»uTE FOOTvuaE WP55 R vetier II Shelving-P51.x15 Page of ` 7/7/2020 Structural Engineering & Design Inc. 1815 WrighlAve.Ste 200 La Verne.CA 91750 Tel:909,696.1361 Fax:909.593.6661 ( By: Bs Eng:Mgz Project: PSI Project 4:070620-28 Slab on Grade Configuration:Rivetier II Shelving Type B:96 in x 48 in x 36 M I'; ' slob ++•��• v Jh• - »- Concrete i r a `� ! f'c= 2,500 psi slab J. i ° ' b B tslab=t= 5.0 In l ph1=0= 0.60 Cross Aisle r x -►� 1+- c -►_ I -�- Son N--- y -� g ' fsoll= 750 psf L --► - •Down A 1-y-- Movt= 6,473 In-lb SLAB ELEVATION Frame depth= 36.0 in Base 8aseplafe Plan View B= 4.00 In width=a= 3.75 In eff.baseplate width=c= 4.00 in D= 2.00 in depth=b= 1.88 in eff.baseplate depth=e= 2.00 in Load Case 1:Product+ Seismic Product DL= 25 lb P-seismic=E= Movt/Frame depth (Strength Design Loads) Product LL= 375 lb = 180 lb Puncture ' Pu= 1.2DL+1.0LL+ 1.0*E Fpunct= 2.66*phl*sgrt(fc) = 5581b Apunct= [(c+t)+(e+t)]*2*t = Pu Psi ( fv/Fv= /(Apunct Fpunct) = 160.0 inA2 = 0.04 <1.0 OK Slab Bending 1 Asoii= (P*144)/(fsoll) L= (Asoil)A0.5 y= (c*e)A0.5+t*2 = 107 inA2 = 10.34In = 12.8In x= (L-y)/2 M= w*xA2/2 S-slab= 1*tA2/6 = 0.0 in = (fsoii*02)/(144*2) = 4.17 InA3 Fb= 5*(phi)•(fcr0.5 = 0 in-lb fb/Fb= M/(S-siab*Fb) = 150.psi = 0.00 < 1.00K Load Case 2:Static Loads DL= 25 lb LL= 375 lb Puncture Pu. 1.2*DL+1.6*LL Fpunct= 2.66*phl*sgrt(fc) 578 lb = 79.8 psi Apunct= f(c+t)+(e+t)]*2*t fv/Fv= Pu/(Apunct*Fpunct) 160 InA2 = 0.05 <1.0 OK Slab Bending Asoil= (Pu*144)/(fsoil) L= (Asoll)A0.5 y= (c*e)A0.5+t*2 = 111 InA2 = 10.53 In = 12.8In x= (L-y)/2 M= w*xA2/2 S-slab= 1*tA2/6 = 0.0 in = (fsoll*xA2)/(144*2) = 4.17 InA3 Fb= 5*(Phi)*(rc)A0.5 = 0 In-lb fb/Fb= M/(5-slab*Fb) = 150.psi 0.00 <LO,OK 14/1'55 Rvete;r II_Shelving-P5I.xle Page ( d of I 0 7/7/2020 '