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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 = 160 kip, Mnt = 140 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 = 1.037.

Compute the LRFD elastic critical buckling strength, Pe1, for the W14x74 made from ASTM A992 steel with L = 15 ft, P = 480 kip, M = 230 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.

This technique involves determining the maximum bending moment through a first order analysis and then multiplying the result by an amplification factor to account for the secondary moment.

Using ASD, determine the value of the AISC interaction equation for a W8x58 made from ASTM A992. Let L = 16 ft, Kx = Ky = 1.0, and Cb = 1.0. The factored loads are Pnt = 160 kip, Mnt = 170 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 = 1.169.

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

Determine Cb for the member if the moments at the top and bottom are 290 ft-kip and 540 ft-kip, respectively.

An unbraced rigid frame depends on the transfer of moments at its joints for stability.

Compute the LRFD moment amplification factor B1 for the W18x65 made from ASTM A992 steel with L = 14 ft, P = 260 kip, M = 280 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 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 450 kip-ft at the top and a moment of 180 kip-ft at the bottom.

For reverse-curvature bending, maximum moment amplification occurs at the ends.