The beam-column of A992 steel is part of a braced frame with L = 15 ft, Pu = 340 kip, Mux = 115 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.

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:    W14x82, A992    Applied axial compression force = 280 kip    Applied constant bending moment = 200 ft-kip    L = 19 ft    pin-pin connected    laterally braced at ends    Kx = Ky = 1    Cb = 1

An engineer analyzes an unbraced frame and determines the sum of the required load capacities for all the columns in the frame is 225 kips (unfactored) while the total elastic buckling strength of the same frame is 4,249 kips. From these values, what is the LRFD amplification factor for sidesway moments of the frame?

A W14x82 of A992 steel is to be investigated for use as a beam-column in an unbraced frame. The length is 15 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. Bending is around the strong axis. The effective length factors are Kx = 1.0 for the braced case, Kx = 1.0 for the unbraced case, and Ky = 1.0. The multiplier to account for P-δ effects was determined to be 1.04, and the multiplier to account for P-Δ effects was determined to be 1.30. Using LRFD and Cb = 1.0, determine the value of the AISC interaction equation.Type of analysisPu (kips)Mtop (kip-ft)Mbottom (kip-ft)Nonsway2804017Sway502580 

If purlins are placed between the joints of a truss top chord, the top chord is considered a beam-column.

A W14x74 of A992 steel is to be investigated for use as a beam-column in an unbraced frame. The length is 15 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. Bending is around the strong axis. The effective length factors are Kx = 1.0 for the braced case, Kx = 1.0 for the unbraced case, and Ky = 1.0. The multiplier to account for P-δ effects was determined to be 1.05, and the multiplier to account for P-Δ effects was determined to be 1.16. Using LRFD and Cb = 1.0, determine the value of the AISC interaction equation.Type of analysisPu (kips)Mtop (kip-ft)Mbottom (kip-ft)Nonsway3703026Sway552590 

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

An engineer analyzes an unbraced frame and determines the sum of the required load capacities for all the columns in the frame is 464 kips (unfactored) while the total elastic buckling strength of the same frame is 2,325 kips. From these values, what is the ASD amplification factor for sidesway moments of the frame?

A W14x82 of A992 steel is to be investigated for use as a beam-column in an unbraced frame. The length is 15 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. Bending is around the strong axis. The effective length factors are Kx = 1.0 for the braced case, Kx = 1.0 for the unbraced case, and Ky = 1.0. The multiplier to account for P-δ effects was determined to be 1.01, and the multiplier to account for P-Δ effects was determined to be 1.30. Using ASD and Cb = 1.0, determine the value of the AISC interaction equation.Type of analysisPu (kips)Mtop (kip-ft)Mbottom (kip-ft)Nonsway4006016Sway905590 

An unbraced beam-column within a rigid frame has an Euler buckling strength of 1,987 kips with a story shear of 3.12 kips. What is the drift index for the column?