Bracing a member against sidesway means that its ends can translate with respect to each other.

Using ASD, determine whether the following member satisfies the appropriate AISC interaction equation. Do not consider moment amplification. The loads are 50% dead and 50% live load. Bending is about the x-axis.Given:    W14x193, A992    680 kip axial compression    640 ft-kip bending moment    L = 18 ft    pin-pin connected    laterally braced at ends    Kx = Ky = 1

Determine Cb for the member if the moments at the top and bottom are 150 ft-kip and 450 ft-kip, respectively.

Using ASD, determine the value of the AISC interaction equation for a W10x88 made from ASTM A992. Let L = 16 ft, Kx = Ky = 1.0, and Cb = 1.0. The factored loads are Pnt = 140 kip, Mnt = 100 kip-ft, The member is part of a braced frame, bending is about the x axis, and the ASD moment amplification factor has been determined to be B1 = 1.057.

Using LRFD, determine the value of the AISC interaction equation for a W12x106 made from ASTM A992. Let L = 16 ft, Kx = Ky = 1.0, and Cb = 1.0. The factored loads are Pnt = 162.8 kip, Mnt = 266.4 kip-ft, The member is part of a braced frame, bending is about the x axis, and the LRFD moment amplification factor has been determined to be B1 = 1.023.

Determine Cb for the member if the moments at the top and bottom are 210 ft-kip and 490 ft-kip, respectively.

Compute the value of Cm for a beam-column in reverse-curvature bending with a moment of 120 kip-ft on one end and a moment of 360 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 290 ft-kip and 540 ft-kip, respectively.

Compute the value of Cm for a beam-column with a moment of 290 kip-ft at the top and a moment of 400 kip-ft at the bottom.