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Z". („,Esr sIte- <br /> Column: M1 t1' <br /> Shape: HSS10x3x4 Dz in <br /> Material: A500 Gr.B Rect j <br /> Length: 9 ft <br /> I Joint: N1 Dy in <br /> J Joint: N2 <br /> LC 1: Total Load <br /> Code Check. 0.128 (bending) -.085 at 3.938 ft <br /> Report Based On 97 Sections <br /> .856 at 0 ft <br /> A k Vy _ k <br /> Vz k <br /> -.244 at 2.063 ft <br /> 1.696 at 2.063 ft <br /> T k-ft Mz -- k-ft <br /> My k-ft <br /> 3.289 at 2.063 ft <br /> ft ' ksi <br /> fa ksi <br /> fc ksi <br /> -3.289 at 2.063 ft <br /> AISC 14th(360-10): ASD Code Check <br /> Direct Analysis Method <br /> Max Bending Check 0.128 Max Shear Check 0.048 (z) <br /> Location 2.063 ft Location 0 ft <br /> Equation H1-1b Max Defl Ratio L/1270 <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 />