Steel Design (Activate Learning with these NEW titles from Engineering!)
6th Edition
ISBN: 9781337094740
Author: Segui, William T.
Publisher: Cengage Learning
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Chapter 4, Problem 4.9.10P
To determine
The available strengths (for both LRFD and ASD) for the given double-angle shape. Compare the flexural and the flexural-torsional buckling strengths.
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The given frame is unbraced and bending is about the x-axis of each member. The axial dead load supported by column AB is 155 kips (includes self-weight), and the axial live load is 460 kips. Fy = 50 ksi. First, determine Kx for member AB using LRFD and ASD. Calculate the stiffness reduction factors (if applicable) in order to determine your Kx. You can either the AISC Table 4-13 or the AISC equations C2-2a and C2-2b to determine the stiffness reduction factors (τb). Next, determine if the column AB is adequate for the service loads listed. Check it with both ASD and LRFD. Assume that the frame is braced in the weak axis direction (i.e. in and out of the page). Do not worry about local buckling. You can use either the manual calculations (AISC E3-2 or E33), Table 4-1a or Table 4-14 to determine the strength of the columns, but show all work, including iterations off of the AISC design aid tables (if used). Don’t forget to check against both axes.
A Wx35 steel column has an unsupported height of 6m. Use A36 steel with Fy = 248 MPa and E = 200,000 MPa.
A = 6504
rx=88.9 mm
ry = 51.56 mm
Determine the safe axial load if both ends are hinged.
Compute the maximum service axial compression load permitted on the built-up cross-section of the accompanying figure. The load is 30% dead load and 70% live load. The steel used is A992, and the effective lengths are (KL)y = 14 ft and (KL)x = 42 ft.
Chapter 4 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
Ch. 4 - Prob. 4.3.1PCh. 4 - Prob. 4.3.2PCh. 4 - Prob. 4.3.3PCh. 4 - Prob. 4.3.4PCh. 4 - Prob. 4.3.5PCh. 4 - Prob. 4.3.6PCh. 4 - Prob. 4.3.7PCh. 4 - Prob. 4.3.8PCh. 4 - Prob. 4.4.1PCh. 4 - Prob. 4.4.2P
Ch. 4 - Prob. 4.6.1PCh. 4 - Prob. 4.6.2PCh. 4 - Prob. 4.6.3PCh. 4 - Prob. 4.6.4PCh. 4 - Prob. 4.6.5PCh. 4 - Prob. 4.6.6PCh. 4 - Prob. 4.6.7PCh. 4 - Prob. 4.6.8PCh. 4 - Prob. 4.6.9PCh. 4 - Prob. 4.7.1PCh. 4 - Prob. 4.7.2PCh. 4 - Prob. 4.7.3PCh. 4 - Use A992 steel and select a W14 shape for an...Ch. 4 - Prob. 4.7.5PCh. 4 - Prob. 4.7.6PCh. 4 - Prob. 4.7.7PCh. 4 - The frame shown in Figure P4.7-8 is unbraced, and...Ch. 4 - Prob. 4.7.9PCh. 4 - Prob. 4.7.10PCh. 4 - Prob. 4.7.11PCh. 4 - Prob. 4.7.12PCh. 4 - Prob. 4.7.13PCh. 4 - Prob. 4.7.14PCh. 4 - Prob. 4.8.1PCh. 4 - Prob. 4.8.2PCh. 4 - Prob. 4.8.3PCh. 4 - Prob. 4.8.4PCh. 4 - Prob. 4.9.1PCh. 4 - Prob. 4.9.2PCh. 4 - Prob. 4.9.3PCh. 4 - Prob. 4.9.4PCh. 4 - Prob. 4.9.5PCh. 4 - Prob. 4.9.6PCh. 4 - Prob. 4.9.7PCh. 4 - Prob. 4.9.8PCh. 4 - Prob. 4.9.9PCh. 4 - Prob. 4.9.10PCh. 4 - Prob. 4.9.11PCh. 4 - Prob. 4.9.12P
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