Sometimes when I use steel beam due to the deflection limit for large span, for column I want the column width to match the beam flange width. Say for W 12 x 53 steel beam, the factored reaction force is 45000 lbf, I want to used 5 1/4" x 9 1/2" PSL beam as post, but just use the factored resistance of 5 1/4" x 7" PSL post (i.e. 51000 lbf). Does that fit the purpose or did I miss anything?
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