Determine the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling, Lr, for a W6x20 with a simple span of 14 ft if lateral bracing for the compression flanges is provided at the ends only. Use Fy = 85 ksi.

Using ASD, determine the allowable shear strength of a W16x100 made from A992 steel.

Using ASD, determine the nominal flexural strength of a W10x68 beam made from A992 steel that has lateral support at 30-ft intervals. Assume Cb = 1.0.

Determine the maximum deflection for a W14x74 beam made of A572 Grade 60 steel. Let w = 480 lb/ft and L = 20 ft. Ignore the weight of the beam.

Using LRFD, determine the nominal flexural strength of a W14x53 beam made from A992 steel that has lateral support at 20-ft intervals. Assume Cb = 1.0.

Determine the limiting laterally unbraced length for the limit state of yielding, Lp, for a W12x40 with a simple span of 26 ft if lateral bracing for the compression flanges is provided at the ends only. Use Fy = 65 ksi.

Typically, a cambered beam will be level once the dead loads are applied.

Determine the limiting laterally unbraced length for the limit state of yielding, Lp, for a W12x40 with a simple span of 4 ft if lateral bracing for the compression flanges is provided at the ends only. Use Fy = 85 ksi.

Using LRFD, determine the nominal flexural strength of a W12x58 beam made from A992 steel that has lateral support at 30-ft intervals. Assume Cb = 1.0.

Determine the limiting laterally unbraced length for the limit state of yielding, Lp, for a W6x20 with a simple span of 6 ft if lateral bracing for the compression flanges is provided at the ends only. Use Fy = 80 ksi.