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Structural <br /> i <br /> Engineering & Design I nc. <br /> 1815 Wright Ave La Verne CA 91750 Tel• 909 596 1351 Fax7 909,596,7186 <br /> By: NIHAL Project: NORTHWEST PUMP Project#: <br /> Column(Longitudinal Loads) Configuration:TYPE A <br /> Section Properties <br /> Section: SPCRK FH-20/3x3xl4ga 3.000 in <br /> Aeff= 0.643 inA2 Iy= 0.749 inA4 Kx= 1.7 X <br /> Ix= 1.130 inA4 Sy= 0.493 inA3 Lx= 52.1 in <br /> Sx= 0.753 inA3 ry= 1.080 in Ky= 1.0 y_._. y, 3.000 in <br /> rx= 1.326 in Fy= 55 ksi Ly= 36.0 in r <br /> 10.075 in <br /> S2f= 1.67 Cmx= 0.85 Cb= 1.0 <br /> E= 29,500 ksi k-n-75 <br /> X <br /> in <br /> Loads Considers loads at level 1 <br /> COLUMN DL= 371b Critical load cases are:RMI Sec 2,1 <br /> COLUMN PL= 2,000 lb Load Case 5::(1+0.105*Sds)D+a75*(1,4+0,1456s)*B*P+0,75*(0.7*rho*E)<=1.0,ASD Method <br /> Mcol= 14,203 in-lb axial load coeff, a8159068*P seismic moment coeff,• 0.5625*Mcol <br /> Sds= 1.1008 Load Case 6::(1+0,14*Sds)D+(0,85+0.145ds)*B*P+(0.7*rho*E)<=1.0,ASD Method <br /> 1+0.105*Sds= 1.1156 axial load coeif a70288 seismic moment coeff.• 0.7*Mcol <br /> 1.4+0.14Sds= 1.5541 By analysis, Load case 6 governs utilizing loads as such <br /> 1+0.14Sds= 1.1541 <br /> 0.85+0.14*Sds= 1.0041 Axial Load=Pax= 1.154112*37lb+1.004112*0.7*2000 lb Moment=Mx= 0.7*rho*Mcol <br /> B= 0.7000 = 1,448 lb = 0.7* 14203 in-lb <br /> rho= 1.0000 = 9,942 in-lb <br /> Axial Analysis <br /> KxLx/rx= 1.7*52.125"/1.326" KyLy/ry= 1*36"/1.08" Fe > Fy/2 <br /> = 66.8 = 33.3 Fn= Fy(1-Fy/4Fe) <br /> = 55 ksi*[1-55 ksi/(4*65.2 ksi)] <br /> Fe= n A 2E/(KL/r)maXA 2 Fy/2= 27.5 ksi = 43.4 ksi <br /> = 65.2ksi Pa= Pn/Qc <br /> Pn= Aeff*Fn f2c= 1.92 = 27906lb/1.92 <br /> = 27,906lb = 14,535 Ib <br /> P/Pa= 0.10 < 0.15 <br /> Bending Analysis <br /> Check: P/Pa + Mx/Max<_ 1.0 <br /> Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sx*Fy <br /> = 0.643 InA2*55000 psi = 353651b/1.92 = 0.753 inA3*55000 psi <br /> = 35,365 lb = 18,419 lb = 41,415 in-lb <br /> Max= My/f2f Pcr= nA2EI/(KL)maxA2 <br /> = 41415 in-Ib/1.67 = nA2*29500 ksi/(1.7*52.125 in)A2 <br /> = 24,799 in-lb = 41,900 lb <br /> px= {1/[1-(QC*P/Pcr)]}A-1 <br /> _ {1/[1-(1.92*1448lb/41900lb)]}A-1 <br /> = 0.93 <br /> Combined Stresses <br /> (1448 Ib/14535 Ib)+ (9942 in-Ib/24799 in-lb) = 0.48 < 1.0,OK (EQ C5-3) <br /> **For comparison, total column stress computed for load case 5 Is.- 39.09yo o loads 1673.094208 lb Axial and M= 7456 in-lb <br /> TYPE A Page -7 of 2Y 7/2/2024 <br />