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Structural <br />Engineering & Design Inc. <br />CITY OF SANTA ANA <br />Planning and Building Agency <br />Approved <br />FOR PERMIT ISSUANCE <br />By: NIHAL Project: THE DOT PRINTER �Gg1ect<#:2"421-7 <br />Column (Longitudinal Loads) Configuration: TYPE 1 SELECTIVE RACK <br />Section Properties <br />Date: <br />Section: Mecalux U82 3.200 in �I <br />Aeff = 0.842 inA2 Iy = 0.656 inA4 Kx = 1.7 <br />Ix = 1.330 inA4 Sy = 0.454 inA3 Lx = 55.0 in <br />Sx = 0.821 inA3 ry = 0.883 in Ky = 1.0 0.105 in <br />rx = 1.256 in Fy= 55 ksi Ly = 34.0 in 2.700 in <br />92f= 1.67 Cmx= 0.85 Cb= 1.0 <br />E= 29,500 ksi <br />CULUMN UL= 9U ID cnacal loao cases are: KMS Sec Z.1 <br />COLUMN PL= 3,300 lb Load Case 5:: (1+0.105*5ds)D + 0.75*(1.4+0.14Sds)*8*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method <br />Mcol= 10,584 in -lb axial load coeff., 0.8095584 * P seismic moment coeff.• 0.5625 * Mcol <br />Sds= 1.0144 Load Case 6:: (1+0.14*5ds)D + (0.85+0.14Sds)*8*P + (0.7*rho*E)<= 1.0, ASD Method <br />1+0.105*Sds= 1.1065 axial load coeff.• 0.69441 seismic moment coeff 0.7 * Mcol <br />1.4+0.14Sds= 1.5420 By analysis, Load case 6 governs utilizing loads as such <br />1+0.14Sds= 1.1420 <br />0.85+0.14*Sds= 0.9920 Axial Load=Pax= 1.142016*90lb + 0.992016*0.7*3300lb Moment=Mx= 0.7*rho*Mcol <br />B= 0.7000 = 2,394 lb = 0.7 * 10584 in -lb <br />rho= 1.0000 = 7,409 in -lb <br />Axial Analysis <br />KxLx/rx = 1.7*55"/1.256" KyLy/ry = 1*34"/0.883" Fe > Fy/2 <br />= 74.4 = 38.5 Fn= Fy(1-Fy/4Fe) <br />= 55 ksi*[1-55 ksi/(4*52.5 ksi)] <br />Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 40.6 ksi <br />= 52.5ksi Pa= Pn/SQc <br />Pn= Aeff*Fn Qc= 1.92 = 34190 Ib/1.92 <br />= 34,190lb = 17,807lb <br />P/Pa= 0.13 < 0.15 <br />Bending Analysis <br />Check: P/Pa + Mx/Max 5 1.0 <br />Pno= Ae*Fy <br />= 0.842 inA2 *55000 psi <br />= 46,310 lb <br />Max= My/Of <br />= 45155 in-Ib/1.67 <br />= 27,039 in -lb <br />px= {1/[1-(Qc*P/Pcr)])A-1 <br />_ f l/[i-(1.92*2394 lb/44295 Ib)]}^-1 <br />= 0.90 <br />Combined Stresses <br />Pao= Pno/Qc Myield=My= Sx*Fy <br />46310lb/1.92 = 0.821 inA3 * 55000 psi <br />= 24,120 lb = 45,155 in -lb <br />Pcr= nA2EI/(KL)max^2 <br />= n^2*29500 ksi/(1.7*55 in)^2 <br />= 44,295 lb <br />(2394 Ib/17807 Ib) + (7409 in-Ib/27039 in -lb) = 0.37 < 1.0, OK (EQ C5-3) <br />**For comparison, total column stress computed for load case 5 ls: 35. 0% zing loads 2771,1288 lb Axial and M= 5556 In -lb <br />TYPE 1 rvd Page r"Ir of) y 7/31/2025 <br />