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Moment Connections to Column Web

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I am reviewing a pile of shop drawings for a fabricator.  Unfortunately, all the steel has been 
erected.  There are some beams with moment connections which connect into the column web.  The 
detailer failed to provide column web stiffeners, so I am trying to determine at what magnitude 
of moment will stiffeners be required for the web.  The idea is to minimize, as much as possible, 
the field work for the fabricator.  My only reference that sort of refers to this situation is 
Akbar Tamboli's book on connections (p.78) in which he covers a diagonal bracing-beam connection 
into a column web and uses yield line theory to analyze the web.  Has anybody run across this 
problem or know of a reference on this subject.

Gary Hodgson, P.Eng.
Niagara Falls, ON

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