Determine Cb for the member if the moments at the top and bottom are 160 ft-kip and 440 ft-kip, respectively.

Compute the LRFD elastic critical buckling strength, Pe1, for the W18x65 made from ASTM A992 steel with L = 16 ft, P = 200 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 50% dead load and 50% live load. The frame analysis was performed consistent with the effective length method, so the flexural rigidity was unreduced.

An engineer analyzes an unbraced frame and determines the sum of the required load capacities for all the columns in the frame is 318 kips (unfactored) while the total elastic buckling strength of the same frame is 4,451 kips. From these values, what is the ASD amplification factor for sidesway moments of the frame?

In the AISC 360 equation Mr = B1Mnt + B2Mlt, the variable B2 is the amplification factor for the moments resulting from sidesway.

In members subjected to both axial load and bending, the presence of the primary moment produces secondary moments.

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

First-order methods are ordinary structural analysis methods that do not take the displaced geometry into account.

An engineer analyzes an unbraced frame and determines the sum of the required load capacities for all the columns in the frame is 418 kips (unfactored) while the total elastic buckling strength of the same frame is 3,829 kips. From these values, what is the ASD amplification factor for sidesway moments of the frame?

The lateral-translation moment, Mlt, can be cause by _______ or by unbalanced gravity loads.

A W14x82 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 1.02, and the multiplier to account for P-Δ effects was determined to be 1.23. Determine the required second-order flexural strength, Mr, at the top of the member.Type of analysisPu (kips)Mtop (kip-ft)Mbottom (kip-ft)Nonsway4703033Sway1505095