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.

If you do not have lube available to help with the delivery of a calf, which two of these can be used in its place?

The beam-column of A992 steel is part of a braced frame with L = 15 ft, Pu = 280 kip, Mux = 130 kip-ft. A second-order analysis was performed with factored loads and reduced member stiffnesses to obtain the moments and axial force. Bending is about the strong axis. Considering only W14x68, W14x74, and W14x82, use ASD to select the lightest acceptable shape. Let Kx = 1.0, Ky = 1.0, and Cb = 1.0.

Compute the LRFD moment amplification factor B1 for the W12x106 made from ASTM A992 steel with L = 16 ft, P = 280 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 using the requirements for the approximate second-order analysis method meaning that a reduced stiffness was used.

A braced rigid frame depends on the transfer of moments at its joints for stability.

For the beam-column depicted in the following image, the ratio of M1/M2 is _______.

Compute the LRFD elastic critical buckling strength, Pe1, for the W10x88 made from ASTM A992 steel with L = 13 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 50% dead load and 50% live load. The frame analysis was performed consistent with the effective length method, so the flexural rigidity was unreduced.

In a column subjected to only axial load, a bending moment can develop if the axial load has eccentricity.

Compute the LRFD elastic critical buckling strength, Pe1, for the W10x88 made from ASTM A992 steel with L = 16 ft, P = 250 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 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 255 kips (unfactored) while the total elastic buckling strength of the same frame is 4,847 kips. From these values, what is the LRFD amplification factor for sidesway moments of the frame?