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 6, Problem 6.8.4P
To determine
The best suitable
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For simply supported beam with
rectangular cross section shown,
determine the values and location of the
maximum tensile and compressive bending
* stresses
1000 lb
400 lb/ft
6 in
DV
8 in
10 ft
RA
Rp
A simply supported beam with span of 6.5 m is subjected to a counterclockwise moment at the left support and a clockwise moment at the right equal to 30% of the moment at the left support, both acting in the plane of the minor axis of the beam. The beam is not restrained against lateral buckling. The beam is A36 steel with yield strength Fy = 248 MPa.
Properties for this problem are:
rT = 0.053 m d = 0.60 m
bf = 0.200 m tf = 0.015 m
S = 0.00211 m3
Determine the allowable flexural stress in the compression flange, in MPa.
Determine the maximum value of the moment at the left support, in kN-m.
A column is formed by welding two A36 MC sections back-to-
back. The column is 32 feet long. With respect to x-axis buckling,
supports are hinged at the top, and fixed at the bottom. With
respect to y-axis buckling, supports are pinned at both ends.
Additionally, hinge supports are provided at the mid-height
perpendicular to both axes. Use the recommended k-values.
Below are the properties of a single MC section:
A=6.45 in2, d=10 in, bf-3.32 in, x=0.990 in, Ix=102 in¹,
ly=6.40 in, rx-3.99 in, ry=0.997 in
Chapter 6 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
Ch. 6 - Prob. 6.2.1PCh. 6 - Prob. 6.2.2PCh. 6 - Prob. 6.6.1PCh. 6 - Prob. 6.6.2PCh. 6 - Prob. 6.6.3PCh. 6 - The member shown in Figure P6.6-4 is part of a...Ch. 6 - Prob. 6.6.5PCh. 6 - Prob. 6.6.6PCh. 6 - Prob. 6.6.7PCh. 6 - Prob. 6.6.8P
Ch. 6 - Prob. 6.6.9PCh. 6 - Prob. 6.6.10PCh. 6 - Prob. 6.6.11PCh. 6 - Prob. 6.6.12PCh. 6 - Prob. 6.6.13PCh. 6 - Prob. 6.7.1PCh. 6 - Prob. 6.7.2PCh. 6 - Prob. 6.8.1PCh. 6 - Prob. 6.8.2PCh. 6 - Prob. 6.8.3PCh. 6 - Prob. 6.8.4PCh. 6 - Prob. 6.8.5PCh. 6 - Prob. 6.8.6PCh. 6 - Prob. 6.8.7PCh. 6 - Prob. 6.8.8PCh. 6 - Prob. 6.8.9PCh. 6 - Prob. 6.8.10PCh. 6 - Prob. 6.9.1PCh. 6 - Prob. 6.9.2P
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