Determine the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling, Lr, for a W8x31 with a simple span of 6 ft if lateral bracing for the compression flanges is provided at the ends only. Use Fy = 45 ksi.

Determine the limiting laterally unbraced length for the limit state of yielding, Lp, for a W14x90 with a simple span of 14 ft if lateral bracing for the compression flanges is provided at the ends only. Use Fy = 50 ksi.

Using ASD, determine the nominal flexural strength of a W14x53 beam made from A992 steel that has lateral support at 6-ft intervals. Assume Cb = 1.0.

According to section G1 of AISC 360, what is the value of the shear safety factor?

Determine the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling, Lr, for a W24x68 with a simple span of 18 ft if lateral bracing for the compression flanges is provided at the ends only. Use Fy = 50 ksi.

Determine the limiting laterally unbraced length for the limit state of yielding, Lp, for a W16x36 with a simple span of 16 ft if lateral bracing for the compression flanges is provided at the ends only. Use Fy = 80 ksi.

Using LRFD, determine the design shear strength of a W16x100 made from A992 steel.

Determine the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling, Lr, for a W24x68 with a simple span of 4 ft if lateral bracing for the compression flanges is provided at the ends only. Use Fy = 50 ksi.

Using ASD, determine the nominal flexural strength of a W16x50 beam made from A992 steel that has lateral support at 10-ft intervals. Assume Cb = 1.0.

Determine the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling, Lr, for a W12x40 with a simple span of 28 ft if lateral bracing for the compression flanges is provided at the ends only. Use Fy = 60 ksi.