Compute the ASD moment amplification factor B1 for the W12x106 made from ASTM A992 steel with L = 15 ft, P = 230 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 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.

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.

A W14x74 of A992 steel is to be investigated for use as a beam-column in an unbraced frame. The length is 13 feet. First-order analyses of the frame were performed for both the sway and nonsway cases. The factored loads and moments corresponding to one of the load combinations to be investigated are given for this member in the following table. The multiplier to account for P-δ effects was determined to be 1.20, and the multiplier to account for P-Δ effects was determined to be 1.19. Determine the required second-order axial strength, Pr, of the member.Type of analysisPu (kip)Mtop (kip-ft)Mbottom (kip-ft)Nonsway4853028Sway11540110 

Mlt represents the maximum moment assuming that no sidesway occurs.

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    660 kip axial compression    600 ft-kip bending moment    L = 19 ft    pin-pin connected    laterally braced at ends    Kx = Ky = 1

Compute the value of Cm for a beam-column in single-curvature bending with a moment of 160 kip-ft on one end and a moment of 400 kip-ft on the other end.

Compute the ASD elastic critical buckling strength, Pe1, for the W8x58 made from ASTM A992 steel with L = 13 ft, P = 250 kip, M = 220 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 value of Cm for a beam-column with a moment of 110 kip-ft at the top and a moment of 540 kip-ft at the bottom.

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.