Compute the LRFD elastic critical buckling strength, Pe1, for the W16x57 made from ASTM A992 steel with L = 15 ft, P = 290 kip, M = 260 kip-ft, and Kx = Ky = 1.0. Bending is about the x axis. The member is part of a braced frame, and the given service loads are 30% dead load and 70% live load. The frame analysis was performed consistent with the effective length method, so the flexural rigidity was unreduced.

Determine Cb for the member if the moments at the top and bottom are 140 ft-kip and 390 ft-kip, respectively.

Compute the value of Cm for a beam-column in reverse-curvature bending with a moment of 160 kip-ft on one end and a moment of 510 kip-ft on the other end.

Compute the ASD moment amplification factor B1 for the W8x58 made from ASTM A992 steel with L = 14 ft, P = 230 kip, M = 210 kip-ft, and Kx = Ky = 1.0. Bending is about the x axis. The member is part of a braced frame, and the given service loads are 40% dead load and 60% live load. The frame analysis was performed using the requirements for the approximate second-order analysis method meaning that a reduced stiffness was used.

Determine Cb for the member if the moments at the top and bottom are 170 ft-kip and 470 ft-kip, respectively.

P-δ moments are secondary moments that are present when one end of the member translates with respect to the other.

Compute the ASD moment amplification factor B1 for the W12x106 made from ASTM A992 steel with L = 16 ft, P = 260 kip, M = 270 kip-ft, and Kx = Ky = 1.0. Bending is about the x axis. The member is part of a braced frame, and the given service loads are 30% dead load and 70% live load. The frame analysis was performed consistent with the effective length method, so the flexural rigidity was unreduced.

Compute the LRFD elastic critical buckling strength, Pe1, for the W14x74 made from ASTM A992 steel with L = 15 ft, P = 260 kip, M = 200 kip-ft, and Kx = Ky = 1.0. Bending is about the x axis. The member is part of a braced frame, and the given service loads are 40% dead load and 60% live load. The frame analysis was performed consistent with the effective length method, so the flexural rigidity was unreduced.

Determine Cb for the member if the moments at the top and bottom are 270 ft-kip and 440 ft-kip, respectively.

Compute the ASD elastic critical buckling strength, Pe1, for the W12x106 made from ASTM A992 steel with L = 13 ft, P = 200 kip, M = 200 kip-ft, and Kx = Ky = 1.0. Bending is about the x axis. The member is part of a braced frame, and the given service loads are 30% dead load and 70% live load. The frame analysis was performed consistent with the effective length method, so the flexural rigidity was unreduced.