An unbraced beam-column with no moment frames has an Euler buckling strength of 2,158 kips with a story shear of 3.54 kips. What is the drift index for the column?

A W14x82 of A992 steel is to be investigated for use as a beam-column in an unbraced frame. The length is 14 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 1.14, and the multiplier to account for P-Δ effects was determined to be 1.13. Determine the required second-order axial strength, Pr, of the member.Type of analysisPu (kip)Mtop (kip-ft)Mbottom (kip-ft)Nonsway4303018Sway1355090 

For small axial loads, the axial load term of the corresponding AISC interaction equation is slightly _______.

The factor Cm only applies to the _______.

In unbraced frames subject to sidesway, only one amplification factor is needed.

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 1.17, and the multiplier to account for P-Δ effects was determined to be 1.21. Determine the required second-order axial strength, Pr, of the member.Type of analysisPu (kip)Mtop (kip-ft)Mbottom (kip-ft)Nonsway3504530Sway10555110 

An unbraced beam-column with no moment frames has an Euler buckling strength of 2,263 kips with a story shear of 4.73 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 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?