60KIPS SHOWN IS LIVE LOAD (FACTORED)
- Steel Design Aisc Manual 60kips Shown Is Live Load Factored 1 (340.46 KiB) Viewed 37 times
STEEL DESIGN - AISC MANUAL 60KIPS SHOWN IS LIVE LOAD (FACTORED)
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STEEL DESIGN - AISC MANUAL 60KIPS SHOWN IS LIVE LOAD (FACTORED)
STEEL DESIGN - AISC MANUAL
60KIPS SHOWN IS LIVE LOAD (FACTORED)
Determine the adequacy of the columns and the beam to carry the given load. For the columns calculate the compression capacity and for the beam calculate the bending capacity and the shear capacity. In addition to the point load given, consider the self weight of the members as well. Beam in braced at column locations only and assume pined-pined at the ends. Fy=50ksi \begin{tabular}{llllll} W12x35: & & & & \\ \hline d=12.5" & bf=6.56" & b/2tf=6.31 & Sx=45.6 & Ix=285 & Iy=24.5 \\ tw=0.30" & tf=0.52" & h/tw=36.2 & Zx=51.2 & rx=5.25 & ry=1.54 \\ Ag=10.3in2 & & & & \end{tabular} d=14.0" W14x90: tw=0.44" bf=14.5"tf=0.71" bf/2tf=10.2 h/tw=25.9 Sx=143Zx=157Ix=999rx=6.14 The frame is free to sway out of plane and braced against sway in plane.
60KIPS SHOWN IS LIVE LOAD (FACTORED)
Determine the adequacy of the columns and the beam to carry the given load. For the columns calculate the compression capacity and for the beam calculate the bending capacity and the shear capacity. In addition to the point load given, consider the self weight of the members as well. Beam in braced at column locations only and assume pined-pined at the ends. Fy=50ksi \begin{tabular}{llllll} W12x35: & & & & \\ \hline d=12.5" & bf=6.56" & b/2tf=6.31 & Sx=45.6 & Ix=285 & Iy=24.5 \\ tw=0.30" & tf=0.52" & h/tw=36.2 & Zx=51.2 & rx=5.25 & ry=1.54 \\ Ag=10.3in2 & & & & \end{tabular} d=14.0" W14x90: tw=0.44" bf=14.5"tf=0.71" bf/2tf=10.2 h/tw=25.9 Sx=143Zx=157Ix=999rx=6.14 The frame is free to sway out of plane and braced against sway in plane.
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