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, <br /> / /- Si DLA LL <br /> fi <br /> Column: M1 — L <br /> I <br /> Shape: HSS10x3x6 <br /> Material: A500 Gr.B Rect Dz -- in <br /> Length: 12 ft <br /> I Joint: N1 i Dy — in <br /> J Joint: N2 <br /> LC 1: Total Load <br /> Code Check: 0.139 (bending) 219 at 5.625 ft <br /> Report Based On 97 Sections <br /> .688 at 0 ft <br /> 3 f <br /> A k VY k Vz1 <br /> k <br /> -.412at4.5ft <br /> 3.094 at 4.5 ft <br /> T k-ft Mz k-ft <br /> My k-ft <br /> i -- <br /> 4.491 at 4.5 ft <br /> ft ksi <br /> fa ksi <br /> fc ksi <br /> -4.491 at 4.5 ft <br /> A/SC 14th(360-10):ASD Code Check <br /> Direct Analysis Method <br /> Max Bending Check 0.139 Max Shear Check 0.031 (z) <br /> Location 4.5 ft Location 0 ft <br /> Equation H1-lb Max Defl Ratio L/658 <br /> Bending Flange Compact Compression Flange Non-Slender <br /> Bending Web Compact Compression Web Non-Slender <br /> y-y z-z <br /> Fy 46 ksi Lb 12 ft 12 ft <br /> Pnc/om 89.852 k KL/r 117.599 44.144 <br /> Pnt/om 227.796 k <br /> Mny/om 22.334 k-ft L Comp Flange 12 ft <br /> Mnz/om 54.401 k-ft L-torque 12 ft <br /> Vny/om 103.28 k Tau_b 1 <br /> Vnz/om 22.529 k <br /> Tn/om 24.369 k-ft <br /> Cb 1 <br /> /� 3S <br />