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RE: flexible vs. rigid single plate shear connections

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Consider checking the column assuming it is a moment-resisting connection.

-----Original Message-----
From: Jason Kilgore [mailto:jkilgore(--nospam--at)leok.com]
Sent: Friday, September 26, 2003 9:39 AM
To: seaint(--nospam--at)seaint.org
Subject: Re: flexible vs. rigid single plate shear connections


You wouldn't have to upsize the bolts, but wouldn't the weld connection to the column still be subject to moment in addition to shear?
 
----
Jason Kilgore
Leigh & O'Kane, L.L.C.

----- Original Message ----- 

From: Carter, Charlie <mailto:carter(--nospam--at)aisc.org>  
To: 'seaint(--nospam--at)seaint.org' 
Sent: Friday, September 26, 2003 8:17 AM
Subject: RE: flexible vs. rigid single plate shear connections


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  <mailto:kspeoples(--nospam--at)lvta.net> Peoples 
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".