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.

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

Determine the magnitude of the largest shear force (consider both positive and negative peaks). Use a = 16 ft, b = 6 ft, and w = 10 kips/ft. The reaction forces for this beam are Ay = 68.75 kips and By = 151.25 kips.

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 = 50 ksi.