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.

Compute the value of Cm for a beam-column with a moment of 180 kip-ft at the top and a moment of 510 kip-ft at the bottom.

Compute the LRFD moment amplification factor B1 for the W8x58 made from ASTM A992 steel with L = 15 ft, P = 300 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 40% dead load and 60% live load. The frame analysis was performed consistent with the effective length method, so the flexural rigidity was unreduced.

In the moment amplification method, one computes the maximum bending moment resulting from flexural loading by a first order analysis and then multiplies by a moment amplification factor to account for the secondary moment.

Compute the LRFD elastic critical buckling strength, Pe1, for the W10x88 made from ASTM A992 steel with L = 13 ft, P = 540 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.

Multistory buildings can consist of a combination of braced frames and moment frames.

In each of the three structural analysis methods, member out-of-plumbness is accounted for by including fictitious lateral loads, called _______ loads, in the load combinations.

For reverse-curvature bending, the ratio of M1/M2 is _______.

Compute the ASD moment amplification factor B1 for the W14x74 made from ASTM A992 steel with L = 15 ft, P = 270 kip, M = 290 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.

An engineer analyzes an unbraced frame and determines the sum of the required load capacities for all the columns in the frame is 485 kips (unfactored) while the total elastic buckling strength of the same frame is 2,413 kips. From these values, what is the ASD amplification factor for sidesway moments of the frame?