The structural steel column is fixed at its base and free at its upper end. Assume L- 13.0 ft, a = 0.99 in., b = 7.5 in., c = 9.48 in., d = 9.48 in., and t = 0.79 in. At the top of the column, a load P is applied to the stiffened seat support at an eccentricity of e from the centroidal axis of the wide-flange shape. Using the allowable stress method, determine the maximum allowable eccentricity e if (a) P - 18 kips and (b) P = 32 kips. Apply the AIISC equations given in Section 16.5 and assume that E = 29,000 ksi and oy = 50 ksi. eccentricity e
The structural steel column is fixed at its base and free at its upper end. Assume L- 13.0 ft, a = 0.99 in., b = 7.5 in., c = 9.48 in., d = 9.48 in., and t = 0.79 in. At the top of the column, a load P is applied to the stiffened seat support at an eccentricity of e from the centroidal axis of the wide-flange shape. Using the allowable stress method, determine the maximum allowable eccentricity e if (a) P - 18 kips and (b) P = 32 kips. Apply the AIISC equations given in Section 16.5 and assume that E = 29,000 ksi and oy = 50 ksi. eccentricity e
Elements Of Electromagnetics
7th Edition
ISBN:9780190698614
Author:Sadiku, Matthew N. O.
Publisher:Sadiku, Matthew N. O.
ChapterMA: Math Assessment
Section: Chapter Questions
Problem 1.1MA
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Transcribed Image Text:Calculate the cross-sectional area, the area moments of inertia, and the radii of gyration for the column.
Answer:
A= i
in.2
ly
in.4
Iz = i
in.4
i
in.
rz=
in.
Transcribed Image Text:The structural steel column is fixed at its base and free at its upper end. Assume L = 13.0 ft, a = 0.99 in., b = 7.5 in., c = 9.48 in., d =
9.48 in., and t = 0.79 in. At the top of the column, a load P is applied to the stiffened seat support at an eccentricity of e from the
centroidal axis of the wide-flange shape. Using the allowable stress method, determine the maximum allowable eccentricity e if (a) P
= 18 kips and (b) P = 32 kips. Apply the AISC equations given in Section 16.5 and assume that E = 29,000 ksi and oy = 50 ksi.
eccentricity e
a
P
y .
d
L
Cross section
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