Problem 1.A compression member is 30 feet long. It is made up of ASTM A500 Grade B (Fy= 46 ksi and Fu = 58 ksi) rectangular HSS 12x8x3/16. Assume k-value equals to 1.0 and Q= 1.0 . If the member carries an axial load composed of 26 kips dead load and 77 kips live load, is the member adequate? Use E=29000 ksi. a. Solve for the gross area. b. Compute for the design strength against squash load. c. Solve for the moment of inertia and radius of gyration for both axes. (X-X and Y-Y) d. Compute for the design strength against global buckling. e. Solve for kL/rfor both axes.(X-X and Y-Y) f. Solve for Fcr. g. Solve for design strength against local buckling.Check first if Local Buckling is applicable. h. Compute for the ultimate load to be carried by the member. Use LRFDLoad Combination. i. Does this member have enough strength? Why or why not?
Problem 1.A compression member is 30 feet long. It is made up of ASTM A500 Grade B (Fy= 46 ksi and Fu = 58 ksi) rectangular HSS 12x8x3/16. Assume k-value equals to 1.0 and Q= 1.0 . If the member carries an axial load composed of 26 kips dead load and 77 kips live load, is the member adequate? Use E=29000 ksi.
a. Solve for the gross area.
b. Compute for the design strength against squash load.
c. Solve for the moment of inertia and radius of gyration for both axes. (X-X and Y-Y)
d. Compute for the design strength against global buckling.
e. Solve for kL/rfor both axes.(X-X and Y-Y)
f. Solve for Fcr.
g. Solve for design strength against local buckling.Check first if Local Buckling is applicable.
h. Compute for the ultimate load to be carried by the member. Use LRFDLoad Combination.
i. Does this member have enough strength? Why or why not?
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