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Structural <br />Engineering & Design Inc. <br />Bob S <br />Column <br />Section Properties <br />Section: Hannibal IF3014-3x3xl4ga <br />Project: Airborne <br />A Selective Rack <br />Aeff = 0.643 inA2 <br />Iy = 0,749 InA4 <br />Ix = 1,130 inA4 <br />Sy = 0.493 in3 <br />Sx = 0.753 inA3 <br />ry = 1.080 in <br />rx = 1.326 in <br />Fy= 55 ksi <br />Qf= 1.67 <br />Cmx= 0.85 <br />E= 29,500 ksi <br />COLUMN DL= 40 lb <br />COLUMN PL= 3,250 lb <br />Mcol= 13,649 in -lb <br />Sds= 1,0448 <br />1+0.105*Sds= 1.1097 <br />1.4+0.14Sds= 1.5463 <br />1+0.14Sds= 1,1463 <br />0.85+0.14*Sds= 0.9963 <br />B= 0.7000 <br />rho= 1.0000 <br />= 1.7*51.93 <br />= 66.6 <br />Fe= n^2E/(KL/r)max^2 <br />= 65.7ksi <br />Pn= Aeff*Fn <br />= 27,960 lb <br />CITY OF SANTA ANA <br />Planning and Building Agency <br />Approved <br />FOR PERMIT ISSUANCE <br />1-14 <br />Date: <br />3.000 in <br />Kx = 1.7 x <br />Lx= 51.9in <br />Ky = 1.0 <br />J <br />n <br />Ly = 36.0 in Y_ 7_1007,5in <br />Y 3.000 i <br />Cb= 1.0 <br />�L <br />�0.75 in <br />c,nricai ioao cases are: RMI Sec 2.1 <br />Load Case 5:: (1+0.105*Sds)D + 0.75*(1.4+0.145ds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method <br />axial /bad coeff 0,8117928 * P seismic moment coeff, 0.5625 * Mcol <br />Load Case 6., : (1+0.14*56s)D + (0.85d-0.1456s)*B*P + (0.7*rho*E)<= 1.0, ASD Method <br />axial load coeff.• 0.69739 seismic moment coeff, 0.7 * Mcol <br />By analysis, Load case 6 governs utilizing loads as such <br />Axial Load=Pax= 1.146272*401b+0.996272*0.7*3250lb Moment=Mx= 0.7*rho*Mcol <br />= 2,312 lb <br />= 0.7 * 13649 in -lb <br />= 9,554 in -lb <br />KyLy/ry = 1*36"/1,08" <br />Fe > Fy/2 <br />= 33.3 <br />Fn= Fy(1-Fy/4Fe) <br />= 55 ksi*[1-55 ksi/(4*65.7 ksi)] <br />Fy/2= 27.5 ksi <br />= 43.5 ksi <br />Pa= Pn/S2c <br />Qc= 1.92 <br />= 27960lb/1.92 <br />= 14 562 Ib <br />P/Pa= 0.16 > 0.15 <br />Bending Analysis <br />Check Pax/Pa + (Cmx*Mx)/(Max*ux) 5 1.0 <br />P/Pao + Mx/Max 5 1.0 <br />Pno= Ae*Fy Pao= Pno/52c Myield=My= Sx*Fy <br />= 0.643 inA2 *55000 psi = 35365lb/1.92 = 0.753 inA3 * 55000 psi <br />= 35,365 lb = 18,419 lb = 41,415 in -lb <br />Max= My/Qf <br />= 41415 in-Ib/1.67 <br />= 24,799 in -lb <br />px= {1/[1-(QC*P/Pcr)]}A-1 <br />_{i/fl-(1.92*2312lb/42203lb)]}A-1 <br />= 0.89 <br />Combined Stresses <br />Pcr= nA2EI/(KL)maxA2 <br />= nA2*29500 ksi/(1.7*51.9375 in)A2 <br />= 42,203 lb <br />(2312 Ib/14562 lb) + (0.85*9554 in-Ib)/(24799 in-Ib*0.89) = 0.52 < 1.0, OK (EQ C5-1) <br />(2312 ib/18419 lb) + (9554 in-Ib/24799 in -lb) = 0.51 < 1.0, OK (EQ C5-2) <br />** For com arlson total column stress com uted for /oad case 5 is. 46.0°/o n %ads 2682.71476lb Axra/and M= 71651n-lb <br />type a select-airborne-revd.xls Page of 3/6/2025 <br />