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RE: flexible vs. rigid single plate shear connections

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Well thanks for pointing out that I missed as I read too quickly. You are
correct that, when a shear tab is used as a part of a moment connection, we
do not size the bolts for the eccentricity used in the design of a simple
shear connection shear tab. Thanks for adding this important clarification.

Charlie

-----Original Message-----
From: Stuart Jacobs [mailto:sjacobs(--nospam--at)mohlin.com]
Sent: Friday, September 26, 2003 6:50 AM
To: seaint(--nospam--at)seaint.org
Subject: Re: flexible vs. rigid single plate shear connections


If these are moment connections, I don't believe that you need to consider
eccentric loading of the bolts in the single plate shear connection since
the there is not relative rotation between the beam and the column.

----- Original Message ----- 
From: Ken Peoples <mailto:kspeoples(--nospam--at)lvta.net>  
To: Seaint <mailto:seaint(--nospam--at)seaint.org>  
Sent: Thursday, September 25, 2003 3:01 PM
Subject: flexible vs. rigid single plate shear connections


I have some wide flange beam to HSS column moment connects that require a
shear connection design.  The connections are at the roof level and some are
not backed up by a beam connected on the opposite side of the column.  I
would have thought that this would be considered a flexible connection, but
page 4-97 of the HSS manual leads me to question this thinking.  Can someone
clarify what is meant by "Tabulated values for flexible supports should be
used only when the column itself is considered flexible at the connection".




Thanks in advance,



Ken



Kenneth S. Peoples, P. E.
Lehigh Valley Technical Associates, Inc.
1584 Weaversville Road
Northampton, PA 18067-9039
Phone: (610) 262-6345
Fax: (610) 262-8188
e-mail: kpeoples(--nospam--at)lvta.net <mailto:kpeoples(--nospam--at)lvta.net> 



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