Compute the LRFD moment amplification factor B1 for the W8x5…
Compute the LRFD moment amplification factor B1 for the W8x58 made from ASTM A992 steel with L = 15 ft, P = 300 kip, M = 270 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 consistent with the effective length method, so the flexural rigidity was unreduced.
Read DetailsCompute the LRFD elastic critical buckling strength, Pe1, fo…
Compute the LRFD elastic critical buckling strength, Pe1, for the W10x88 made from ASTM A992 steel with L = 13 ft, P = 540 kip, M = 280 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 30% dead load and 70% live load. The frame analysis was performed using the requirements for the approximate second-order analysis method meaning that a reduced stiffness was used.
Read DetailsCompute the ASD moment amplification factor B1 for the W14x7…
Compute the ASD moment amplification factor B1 for the W14x74 made from ASTM A992 steel with L = 15 ft, P = 270 kip, M = 290 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.
Read DetailsAn engineer analyzes an unbraced frame and determines the su…
An engineer analyzes an unbraced frame and determines the sum of the required load capacities for all the columns in the frame is 485 kips (unfactored) while the total elastic buckling strength of the same frame is 2,413 kips. From these values, what is the ASD amplification factor for sidesway moments of the frame?
Read DetailsCompute the ASD moment amplification factor B1 for the W14x7…
Compute the ASD moment amplification factor B1 for the W14x74 made from ASTM A992 steel with L = 14 ft, P = 250 kip, M = 240 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 50% dead load and 50% live load. The frame analysis was performed consistent with the effective length method, so the flexural rigidity was unreduced.
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