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Determine Cb for the member if the moments at the top and bottom are 270 ft-kip and 460 ft-kip, respectively.

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Compute the LRFD moment amplification factor B1 for the W18x65 made from ASTM A992 steel with L = 14 ft, P = 300 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 consistent with the effective length method, so the flexural rigidity was unreduced.

Compute the value of Cm for a beam-column with a moment of 420 kip-ft at the top and a moment of 220 kip-ft at the bottom.

For single-curvature bending, maximum moment amplification occurs between the ends of the member.

Where does the maximum moment amplification occur for single-curvature bending?

Compute the LRFD elastic critical buckling strength, Pe1, for the W8x58 made from ASTM A992 steel with L = 15 ft, P = 490 kip, M = 240 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 50% dead load and 50% live load. The frame analysis was performed using the requirements for the approximate second-order analysis method meaning that a reduced stiffness was used.

Compute the value of Cm for a beam-column with a moment of 240 kip-ft at the top and a moment of 490 kip-ft at the bottom.

Using ASD, 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 = 190 kip, Mnt = 120 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 = 1.044.

Compute the ASD elastic critical buckling strength, Pe1, for the W10x88 made from ASTM A992 steel with L = 15 ft, P = 230 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.