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Re: flexible vs. rigid single plate shear connections

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You DO need to consider eccentric loading on a bolted shear tab connection, but you don't have to add this moment to the column design.

I know the typical method is to design the flange connections for 100% of the moment and the shear tab for 100% of the shear, but the shear tab DOES take some of the moment through eccentric loading.

----
Jason Kilgore
Leigh & O'Kane, L.L.C.

----- Original Message ----- 
  From: Stuart Jacobs 
  To: seaint(--nospam--at)seaint.org 
  Sent: Friday, September 26, 2003 6:49 AM
  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 
    To: Seaint 
    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




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