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Pick the lightest W-shape with an unbraced length of 19 ft that can support a bending moment of 1,080 kip-ft (LRFD).

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.

Using ASD, determine the allowable shear strength of a W10x77 made from A992 steel.

Determine the maximum deflection for a W14x68 beam made of A913 Grade 65 steel. Let w = 440 lb/ft and L = 30 ft. Ignore the weight of the beam.

Determine the magnitude of the largest shear force (consider both positive and negative peaks). Use a = 21 ft, b = 8 ft, and w = 6 kips/ft. The reaction forces for this beam are Ay = 53.85 kips and By = 120.15 kips.

Using LRFD, determine the nominal flexural strength of a W16x50 beam made from A992 steel that has lateral support at 4-ft intervals. Assume Cb = 1.0.

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.