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Structural <br /> Engineering & Design Inc. <br /> 1815 Wright Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909 596,7l86 <br /> By: Bob S Project: Fast Signs Project#;24-0917.16 <br /> Column (Longitudinal Loads) Configuration:TYPE A SELECTIVE RACK <br /> Section Properties <br /> Section: SPCRK FH-30/3x3xl2ga 3.000 in f <br /> Aeff= 0.880 in,,2 Iy= 1.000 InA4 Kx = 1.7 x <br /> Ix = 1.520 inA4 Sy= 0.659 inA3 Lx= 56.1 in <br /> Sx = 1.010In^3 ry= 1.064in Ky= 1.0 y_._,� 3.000in <br /> rx = 1.312 in Fy= 55 ksi Ly = 36,0 in lo.io5 in <br /> Qf= 1.67 Cmx= 0.85 Cb= 1.0 JI_ <br /> E= 29,500 ksl I �0.75 <br /> x in <br /> Loads Considers loads at level 1 <br /> COLUMN DL= 75 lb Critical load cases are. RMI5ec 21 <br /> COLUMN PL= 8,500 lb Load Case 5.•:(i+0.105*5ds)D*0.75*(1.4+0.145ds)*29*P+0.75*(0.7*rho*E)<=1.0,ASD Method <br /> Mcol= 20,985 In-lb axial load coeff.• 0.8085*P seismic moment coeff.` 0.5625*Mcol <br /> Sds= 1.0000 Load Case 6.•:(1+0.14*5ds)D+(0.85+0,1456s)*8*P+(0.7*rho*E)<=1.0,ASD Method <br /> 1+0.105*Sds= 1.1050 axial load coeff.• 0.69300 seismic moment coeff.• 0.7*Mcol <br /> 1.4+0.14Sds= 1.5400 By analysis, Load case 6 governs utilizing loads as such <br /> 1+0.14Sds= 1.1400 <br /> 0.85+0.14*Sds= 0.9900 Axial Load=Pax= 1.14*75 lb+ 0.99*0.7*8500 lb Moment=Mx= 0.7*rho*Mcol <br /> B= 0.7000 = 5,976 lb = 0.7 * 20985 in-lb <br /> rho= 1.0000 = 14,690 in-lb <br /> Axial Analysis <br /> KxLx/rx= 1.7*56.125"/1.312" KyLy/ry= 1*36"/1.064" Fe > Fy/2 <br /> = 72.7 = 33.8 Fn= Fy(1-Fy/4Fe) <br /> = 55 ksi*[1-55 ksi/(4*55.1 ksi)] <br /> Fe= nA2E/(KL/r)max^2 Fy/2= 27.5 ksl = 41.3 ksi <br /> = 55.1ksl Pa= Pn/Qc <br /> Pn= Aeff*Fn Qc= 1.92 = 36312 Ib/1.92 <br /> = 36,312 lb = 18,912 lb <br /> P/Pa= 0.32 > 0.15 <br /> Bending Analysis <br /> Check: Pax/Pa + (Cmx*Mx)/(Max*px) <_ 1.0 <br /> P/Pao+ Mx/Max_< 1.0 <br /> Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sx*Fy <br /> = 0,88 inA2*55000 psi = 48400lb/1.92 = 1.01 in^3 * 55000 psi <br /> = 48,400 lb = 25,208 lb = 55,550 in-lb <br /> Max= My/Qf Pcr= n^2EI/(KL)max^2 <br /> = 55550 in-Ib/1.67 = n^2*29500 ksi/(1,7*56.125 in)A2 <br /> = 33,263 in-lb = 48,613 lb <br /> px= {1/[1-(4c*P/Pcr)]}^-1 <br /> = {1/[1-(1.92*5976lb/48613lb)])^-1 <br /> = 0.76 <br /> Combined Stresses <br /> (5976 Ib/18912 lb)+ (0.85*14690 in-Ib)/(33263 in-Ib*0.76) = 0.81 < 1.0, OK (EQ C5-1) <br /> (5976 Ib/25208 lb) + (14690 in-Ib/33263 in-lb) = 0.68 < 1.0, OK (EQ C5-2) <br /> **For comparison, total column stress computed for load case 5 Is.- 760916 7izing loads 6955.125 lB Axial and M= 1 i 017 in-lb <br /> type a Select-fast signs,xls Page -7 of 13 9/18/2024 <br />