Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Chapter 7, Problem 7.9PFS
To determine
The design of
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BAL=8 mt = 13 mm-150 mm113 mmFor the steel column with both ends fixed against rotation having a tubularcross-section, determine the allowable load Pall against buckling. E=200 GPa andOy=250 MPa.
Use the Effective Length Method, assume elastic behavior, and use both the LRFD and ASD methods. The columns are assumed to have no bending moments
Design W12 columns for the bent shown in the accompanying figure, with 50 ksi steel.The columns are braced top and bottom against sidesway out of the plane of the frame so that Ky = 1.0 in that direction. Sidesway is possible in the plane of the frame, the x-x axis. Design the right-hand column as a leaning column, Kx = Ky = 1.0 and the left-hand column as a moment frame column, determined from the alignment chart. PD = 350 k and PL = 240 k for each column.The beam has a moment connection to the left column, and has a simple or pinned connection to the right column.
Determine the critical buckling load for each of the columns, using the Euler equation. E = 29,000 ksi. Proportional limit = 36,000 psi. Assume simple ends and maximum permissible L/r = 200.
A W12 x 50, L = 22 ft 0 in.
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Structural Steel Design (6th Edition)
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- Determine the critical buckling load for each of the columns, using the Euler equation. E = 29,000 ksi. Proportional limit = 36,000 psi. Assume simple ends and maximum permissible L/r = 200. The pipe section shown:a. L = 22 ft 0 inb. L = 18 ft 0 inc. L = 12 ft 0 inarrow_forwardUse the Effective Length Method, assume elastic behavior, and use both the LRFD and ASD methods. The columns are assumed to have no bending moments. The frame shown in the accompanying figure is unbraced against sidesway about the x-x axis. Determine Kx for column AB. Support conditions in the direction perpendicular to the frame are such that Ky =1.0. Determine if the W14 x 109 column for member AB is capable of resisting a dead load of 250 k and a live load of 500 k.A992 steel is used.arrow_forwardQ. The (10+0.5R)-ft-long steel column is an W8 x 40 section that is fixed at both ends. The midpoint of the column is braced by two cables that prevent displacement in the x-direction. Determine the critical value of the axial load P. Use E = 29 x 106 psi for steel. Where R=37 Kindly answer this question as soon as. Figures are attachedarrow_forward
- Determine the design compressive strength, P in kips, that the column can carry using LRFD. The column is W10X88, A992 Steel with fy=50 ksi. The column has lateral bracing in the weak axis. Use theoretical values for k.arrow_forwardDesign a round spiral column to support an axial dead load of 450kN and an axial live load of 756kN. Assume 2.5% longitudinal steel is desired. Use fc' = 27.6MPa, fy = 276MPa (ties), fy = 414MPa (main bars - 20mm dia.)arrow_forwardA short rectangular column 300 mm on one side and 400 mm on the other side. It is reinforced with 8-20-mm-diameter (28) longhitudinal bars equally distributed to the shorte sides of the column. Use f'c = 21 MPa and fy = 415 MPa. Calculate the required spacing of 10-mm-diameter ties, s (mm). Calculate the nominal axial strength of the column, Pn (kN). Calculate the maximum ultimate axial load the column can carry, Pu (kN)arrow_forward
- Design a square tied column to support an axial dead load of 450kN and an axial live load of 756kN. Assume 2.5% longitudinal steel is desired. Use fc' = 27.6MPa, fy = 276MPa (ties), fy = 414MPa (main bars - 20mm dia.)arrow_forwardDesign a circular column (both longitudinal reinforcement and spirals) to carry an axial load of Pu=600 No moment is applied. f'c=6ksi, fy=60ksiarrow_forwardA T-beam with bf=700mm, hf=100mm, bw=200mm, h=400mm, cc=40mm, stirrups=12mm, fc'=21 MPa, fy=415 MPa is reinforced by 4-32mm diameter bars for tension only. Calculate the depth of the neutral axisarrow_forward
- You are to design a column for PD = 750 k and PL = 1000 k, using Fy = 50 ksi and KL = 14 ft. A W12 x 120(for which fcPn = 1290 k and Pn /Æc = 856 k from AISC Manual, Table 4-1) is on hand. Design cover plates to be snug-tight bolted at 6-in spacings to the W section, as shown in Fig. 6.7, to enable the column to support the required load.arrow_forwardAn axially loaded square tied column is to be designed for the following service loads.DL = 2000 kNLL = 900 kNfc’ = 27 MPafy = 345 MPaconcrete cover = 80 mmUse reduction factor φ = 0.65 a. Compute the required size using 2.5% steel ratiob. Compute the maximum moment for axially loaded columnc. Compute the largest size of the column to support the given loadingarrow_forwardUse A992 steel, select a W-shape for the upper girder that spans left to right and picks up the loading from the three floor beams. Assume the beam is simply supported. The maximum permissible live load deflection is L/360. The service dead loads consist of a 5-inch thick reinforced concrete floor slab (normal weight concrete), a partitionload of 25 psf, and 20 psf to account for suspended ceiling and mechanical equipment. Don’t forget to check with self-weight. The service live load is 100 psf. You may use AISC Table 3-2 and/or Table 3-10 to check for bending and shear. Use LRFD only. Take Cb = 1.0. Please show all work to verify that this beam is adequate for bending, shear and deflectionarrow_forward
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