Many isolated one-story columns can be realistically treated as _______.

Compute the value of Cm for a beam-column with a moment of 510 kip-ft at the top and a moment of 120 kip-ft at the bottom.

An unbraced beam-column with no moment frames has an Euler buckling strength of 1,771 kips with a story shear of 4.78 kips. What is the drift index for the column?

An engineer analyzes an unbraced frame and determines the sum of the required load capacities for all the columns in the frame is 439 kips (unfactored) while the total elastic buckling strength of the same frame is 3,525 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 1.17, and the multiplier to account for P-Δ effects was determined to be 1.29. Using LRFD and Cb = 1.0, determine the value of the AISC interaction equation.Type of analysisPu (kips)Mtop (kip-ft)Mbottom (kip-ft)Nonsway2004023Sway6525110 

An unbraced beam-column with no moment frames has an Euler buckling strength of 2,396 kips with a story shear of 4.50 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 

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

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 1.11, and the multiplier to account for P-Δ effects was determined to be 1.28. Determine the required second-order flexural strength, Mr, at the top of the member.Type of analysisPu (kips)Mtop (kip-ft)Mbottom (kip-ft)Nonsway3004015Sway1803090 

Mnt represents the maximum moment assuming that no sidesway occurs.