2005 AISC Spec Beam-Col h/tw ratios
2005 AISC Spec Beam-Col h/tw ratios
(OP)
The 1989 and 1999 Specs both have an entry in Table B5.1 called “Webs in combined flexural and axial compression.” I don’t see any entry in the 2005 equivalent table to cover beam-column webs. I think that a dogmatic reading of the table would lead one to use Case 9 or 11 for any I-shaped beam-column and Case 10 only for a gravity column with no calculated stress gradient across the web. Does anybody have an opinion or other knowledge that helps with this issue?
Thanks in advance.
DBD
Thanks in advance.
DBD






RE: 2005 AISC Spec Beam-Col h/tw ratios
The answer is that one uses the Case 9 h/tw to choose the correct Chapter F equations and the Case 10 h/tw to choose the corect Chapter E equations. This means that most common beam sections will have a compact web for the Chapter F calculations and a slender web for the Chapter E calculations. Non-metal building people will love this!
DBD