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I <br /> "2No A-4\4LL i s-r S/t <br /> Column: M9 <br /> Shape: HSS10x3x4 Dz in <br /> Material: A500 Gr.B Rect <br /> Length: 9 ft <br /> I Joint: N1 Dy - in <br /> J Joint: N2 <br /> LC 1: Total Load <br /> Code Check 0.243 (bending) - 162 at 3.938 ft <br /> Report Based On 97 Sections <br /> 1.633 atOft <br /> A k Vy k <br /> Vz k <br /> -.467 at 2.063 ft <br /> 3.238 at 2.063 ft <br /> T k-ft Mz k-ft <br /> My k-ft <br /> 6.28 at 2.063 ft <br /> ft --- - - — ksi <br /> Allikka <br /> fa ksi <br /> fc ksi <br /> -6.28 at 2.063 ft <br /> AISC 94th(360-90): ASD Code Check <br /> Direct Analysis Method <br /> Max Bending Check 0.243 Max Shear Check 0.092(z) <br /> Location 2.063 ft Location 0 ft <br /> Equation H1-1b Max Defl Ratio L/665 <br /> Bending Flange Compact Compression Flange Non-Slender Qs=1 <br /> Bending Web Compact Compression Web Slender Qa=.938 <br /> y-y z-z <br /> Fy 46 ksi Lb 9ft 9 ft <br /> Pnc/om 93.735 k KL/r 84.642 32.332 <br /> Pnt/om 157.006 k <br /> Mny/om 13.296 k-ft L Comp Flange 9 ft <br /> Mnz/om 38.333 k-ft L-torque 9 ft <br /> Vny/om 71.632 k Taub 1 <br /> Vnz/om 17.721 k <br /> Tn/om 17.277 k-ft <br /> Cb 1 ' <br />