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Project Number: 251214 <br />CITY OF SANTA ANA <br />Planning and Building Agency <br />HOAG MEMORIAL <br />Approved <br />A CE <br />14. ROLL FORMED COLUMN ANALYSIS - BACK SEGMENT #1 <br />14.1 SUMMARY <br />Master ID: <br />L <br />Shape <br />HannibalIC3014 <br />h <br />Date: <br />Status <br />Pass <br />Unity Ratio <br />74.13% <br />H <br />Governing LC <br />(1.2 + 0.2SDS)D + (1.2 + 0.2SDS)0.7P + / - pE <br />t <br />P, <br />6.8118 kips <br />Tu <br />0 kips <br />SECTION PROPERTIES <br />MUx <br />0 k-in <br />H (in) <br />3 <br />Muy <br />0.001 k-in <br />w (in) <br />3 <br />�cPn <br />9.1892 kips (74.13%) <br />t (in) <br />0.0747 <br />OtTn <br />30.5168 kips (0%) <br />h, (in) <br />0.75 <br />L (in) <br />0.75 <br />�bMnx <br />35.16 k-in (0%) <br />Ag (in2) <br />0.7441 <br />�bMny <br />22.3797 k-in (0%) <br />A (in2) <br />0.626 <br />Tension and Bending Interaction: 0% <br />Ae (in2) <br />0.6032 <br />Compression and Bending Interaction: 74.13% <br />ix (in4) <br />1.1844 <br />Sx (in3) <br />0.7896 <br />14.2 FLEXURAL TORSIONAL BUCKLING DUE TO COMPRESSION <br />Scx (in3) <br />0.7079 <br />�c = 0.85 <br />SeX (in3) <br />0.7103 <br />rx (in) <br />1.2617 <br />Kx = 1.7 Ky = 1 Kt = 0.8 <br />ly (in4) <br />0.7079 <br />Lx=81.5in Ly=44in Lt=36.25in <br />Syi (in3) <br />0.726 <br />ro = rx2 + ry + xo = 3.3169 in <br />Syr (in3) <br />0.5394 <br />= 1 - (xa/ro)2 = 0.2581 <br />Scy, (in3) <br />0.4506 <br />S,yr (in3) <br />0.4506 <br />n2 EC <br />at = Agro �GJ <br />+ <br />(KtLt)2 <br />=104.025 ksi <br />Seyi (in3) <br />0.4521 <br />Seyr (in3) <br />0.4521 <br />Determine elastic buckling stress,Fe <br />ry (in) <br />1.117 <br />2 <br />Fex = Oex = n E - 24.1446 ksi <br />(KxLx/rx)2 <br />ro (in) <br />3.3169 <br />Xo (in) <br />-2.857 <br />n2E <br />Fey = oey = = (KyLy/ry)2 187.6388 ksi <br />C� (in6 ) <br />2.4143 <br />J (in4) <br />0.0014 <br />Fet = <br />1 <br />[(CJex + 0t) - (Gex + 0t)2 - 400exct]= <br />20.4374 ksi <br />1(in) <br />0.0014 <br />E (ksi) <br />29,500 <br />AC = Fy/20.4374 = 1.6405 > 1.5 <br />G (ksi) <br />11,300 <br />Fksi <br />55 <br />Fr = <br />[0.877] <br />Fy=17.9236 ksi <br />c <br />F (ksi)) <br />5 <br />[1 <br />0 <br />0.22581 <br />Ae = <br />- (1 - Q) Fn <br />An = 0.6032 in2 <br />n <br />In <br />Made by OneRack 16 <br />