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RE: Moment Connections to Column Web

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Thanks Dave,
No, my family thought one was too much.
Gary

On 17 Jan 2003 at 6:25, Lowen, Dave wrote:

> Design of Welded Structures by Blodgett
> 
> PS....by any chance, are you Gary Jr.?
> 
> Regards
> Dave
> 
> -----Original Message-----
> From: Gary Hodgson & Associates [mailto:ghodgson(--nospam--at)vaxxine.com]
> Sent: Thursday, January 16, 2003 6:24 PM
> To: seaint(--nospam--at)seaint.org
> Subject: Moment Connections to Column Web
> 
> 
> 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.
> 
> thanks,
> Gary Hodgson, P.Eng.
> Niagara Falls, ON
> 
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