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 1.07, and the multiplier to account for P-Δ effects was determined to be 1.20. Determine the required second-order flexural strength, Mr, at the bottom of the member.Type of analysisPu (kips)Mtop (kip-ft)Mbottom (kip-ft)Nonsway3503520Sway1605095 

Determine Cb for the member if the moments at the top and bottom are 190 ft-kip and 400 ft-kip, respectively.

An engineer analyzes an unbraced frame and determines the sum of the required load capacities for all the columns in the frame is 399 kips (unfactored) while the total elastic buckling strength of the same frame is 3,484 kips. From these values, what is the LRFD amplification factor for sidesway moments of the frame?

An unbraced beam-column within a rigid frame has an Euler buckling strength of 2,270 kips with a story shear of 3.21 kips. What is the drift index for the 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 1.18, and the multiplier to account for P-Δ effects was determined to be 1.14. Using LRFD and Cb = 1.0, determine the value of the AISC interaction equation.Type of analysisPu (kips)Mtop (kip-ft)Mbottom (kip-ft)Nonsway4003526Sway604590 

An example of beam-columns can sometimes be found in roof trusses when purlins are placed at the joints.

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 1.20, and the multiplier to account for P-Δ effects was determined to be 1.12. Determine the required second-order axial strength, Pr, of the member.Type of analysisPu (kip)Mtop (kip-ft)Mbottom (kip-ft)Nonsway3103033Sway1555580 

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. 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 1.26. Determine the required second-order axial strength, Pr, of the member.Type of analysisPu (kip)Mtop (kip-ft)Mbottom (kip-ft)Nonsway4903532Sway1454095 

An unbraced beam-column within a rigid frame has an Euler buckling strength of 1,780 kips with a story shear of 3.42 kips. What is the drift index for the column?

The beam-column of A992 steel is part of a braced frame with L = 15 ft, Pu = 300 kip, Mux = 125 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 the following shapes and values obtained from the AISC procedure for LRFD, select the lightest acceptable shape. Let Kx = 1.0, Ky = 1.0, and Cb = 1.0.ShapeValue of AISC interaction equationW12x580.956W12x720.700W12x790.634W12x870.571W12x960.513