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SAMPLE PROBLEM #4 Determine the design strength of an ASTM A992 W14 x 132 that is part of a braced frame. Assume that the physical length L = 30 ft., the ends are pinned and the 17 column is braced at the ends only for the X-X axis and braced at the ends and mid-height for the

SAMPLE PROBLEM #4 Determine the design strength of an ASTM A992 W14 x 132 that is part of a braced frame. Assume that the physical length L = 30 ft., the ends are pinned and the 17 column is braced at the ends only for the X-X axis and braced at the ends and mid-height for the

Structural Analysis
Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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In the problem solved in the picture Why is sample problem#4 Non-slender? Is it desirable? Why?
SAMPLE PROBLEM #4 Determine the design strength of an ASTM A992 W14 x 132 that is part of a braced frame. Assume that the physical length L = 30 ft., the ends are pinned and the 17 column is braced at the ends only for the X-X axis and braced at the ends and mid-height for the Y-Y axis. Solution • Step I. Calculate the effective lengths. For W14 x 132: Ix = 6.28 in; ry = 3.76 in; Ag =38.8 in? Kx = 1.0 and Ky = 1.0 Lx = 30 ft. and Ly = 15 ft. K,Lx = 30 ft. and K,Ly = 15 ft. • Step II. Determine the governing slenderness ratio KL/rx = 30 x 12 in./6.28 in.= 57.32 KyLy/ry = 15 x 12 in./3.76 in. = 47.87 The larger slenderness ratio, therefore, buckling about the major axis will govern the column strength. • Step III. Calculate the column strength K,L, 30 = 17,96 ft. Therefore, (KL)eq = r, /r, KLx = 30 ft. 6.28/3.76 From Table 4-1, for (KL)eq = 18.0 ft. Ø.Pn = 1370 kips (design column strength) • Step IV. Check the local buckling limits E For the flanges, br/2tr = 7.14 Ar = 0.56 x = 13.5 F, = 35.9 VF, For the web, h/tw = 15.5 d = 1.49 x Therefore, the section is nonslender. OK.
Transcribed Image Text:SAMPLE PROBLEM #4 Determine the design strength of an ASTM A992 W14 x 132 that is part of a braced frame. Assume that the physical length L = 30 ft., the ends are pinned and the 17 column is braced at the ends only for the X-X axis and braced at the ends and mid-height for the Y-Y axis. Solution • Step I. Calculate the effective lengths. For W14 x 132: Ix = 6.28 in; ry = 3.76 in; Ag =38.8 in? Kx = 1.0 and Ky = 1.0 Lx = 30 ft. and Ly = 15 ft. K,Lx = 30 ft. and K,Ly = 15 ft. • Step II. Determine the governing slenderness ratio KL/rx = 30 x 12 in./6.28 in.= 57.32 KyLy/ry = 15 x 12 in./3.76 in. = 47.87 The larger slenderness ratio, therefore, buckling about the major axis will govern the column strength. • Step III. Calculate the column strength K,L, 30 = 17,96 ft. Therefore, (KL)eq = r, /r, KLx = 30 ft. 6.28/3.76 From Table 4-1, for (KL)eq = 18.0 ft. Ø.Pn = 1370 kips (design column strength) • Step IV. Check the local buckling limits E For the flanges, br/2tr = 7.14 Ar = 0.56 x = 13.5 F, = 35.9 VF, For the web, h/tw = 15.5 d = 1.49 x Therefore, the section is nonslender. OK.
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