2005 AISC Spec Beam-Col h/tw ratios

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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

 

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I found the answer myself, by contacting the AISC Steel Solutions Center.

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