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Determine the nominal shear strength of a W8x31 of A572 Grade 60 steel.

Determine the limiting laterally unbraced length for the limit state of inelastic lateral-torsional buckling, Lr, 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 = 90 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.

Using LRFD, 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.

Determine the magnitude of the largest shear force (consider both positive and negative peaks). Use a = 20 ft, b = 7 ft, and w = 6 kips/ft. The reaction forces for this beam are Ay = 52.65 kips and By = 109.35 kips.

Using LRFD, determine the nominal flexural strength of a W16x50 beam made from A992 steel that has lateral support at 5-ft intervals. Assume Cb = 1.0.

Determine the magnitude of the largest shear force (consider both positive and negative peaks). Use a = 22 ft, b = 8 ft, and w = 8 kips/ft. The reaction forces for this beam are Ay = 76.35 kips and By = 163.65 kips.

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.

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Determine the magnitude of the largest shear force (consider both positive and negative peaks). Use a = 21 ft, b = 7 ft, and w = 6 kips/ft. The reaction forces for this beam are Ay = 56.00 kips and By = 112.00 kips.