Why is the problem is a non-slender member? Is it desirable? Why? Determine the design strength of an ASTM A992 W14 x 132 that ispart of a braced frame. Assume that the physical length L = 30 ft., the ends are pinned and thecolumnbraced at the ends only for the X-X axis and braced at the ends and mid-height for theY-Y axis.Solution• Step I. Calculate the effective lengths.For W14 x 132:Ix = 6.28 in;Ty = 3.76 in;Ag =38.8 in?K = 1.0 andKy = 1.0L = 30 ft. andL, = 15 ft.K,L, = 30 ft. and K,Ly = 15 ft.• Step II. Determine the governing slenderness ratioKL/r, = 30 x 12 in./6.28 in.= 57.32K,Ly/ry = 15 x 12 in./3.76 in. = 47.87The larger slenderness ratio, therefore, buckling about the major axis will govern the columnstrength.Step III. Calculate the column strengthK,L,Therefore, (KL),eq =30K,L, = 30 ft.= 17.96 ft.%3DI, /Ty6.28/3.76From Table 4-1,for (KL)eq = 18.0 ft. ø.Pa = 1370 kips (design column strength)Step IV. Check the local buckling limitsFor the flanges, b/2tr = 7.14= 0.56 x- = 13.5For the web, h/ty = 15.5=1.49 x= 35.9VF,Therefore, the section is nonslender. OK.

Slender members are those who's length is much more than crossection area of member. For example…

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Engineering

Civil Engineering

Why is the problem is a non-slender member? Is it desirable? Why?

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter9: Composite Construction

Section: Chapter Questions

Problem 9.8.5P

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