An unbraced beam-column within a rigid frame has an Euler buckling strength of 2,051 kips with a story shear of 4.55 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 = 290 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.

The beam-column of A992 steel is part of a braced frame with L = 15 ft, Pu = 320 kip, Mux = 145 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 equationW12x581.056W12x720.774W12x790.701W12x870.631W12x960.567 

An engineer analyzes an unbraced frame and determines the sum of the required load capacities for all the columns in the frame is 487 kips (unfactored) while the total elastic buckling strength of the same frame is 3,492 kips. From these values, what is the ASD amplification factor for sidesway moments of the frame?

Compute the LRFD elastic critical buckling strength, Pe1, for the W10x88 made from ASTM A992 steel with L = 12 ft, P = 520 kip, M = 300 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 40% dead load and 60% live load. The frame analysis was performed using the requirements for the approximate second-order analysis method meaning that a reduced stiffness was used.

The beam-column of A992 steel is part of a braced frame with L = 15 ft, Pu = 350 kip, Mux = 140 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 equationW12x581.097W12x720.803W12x790.728W12x870.655W12x960.589 

An unbraced frame subjected only to vertical loading cannot experience sidesway.

It is assumed that if sidesway occurs in an unbraced frames, all the columns in the story must sway simultaneously.

The beam-column of A992 steel is part of a braced frame with L = 15 ft, Pu = 350 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 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 equationW12x581.020W12x720.744W12x790.675W12x870.608W12x960.547 

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 1.10, 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)Nonsway3404531Sway12030105