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Re: flexible vs. rigid single plate shear connections

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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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