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RE: Moment Connections

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The original problem stated that the tension and compression connections
(top and bottom flanges) were extended 1 1/2" by welding the same
thickness of plate to the flanges with a full pen weld.  It is assumed
that the shear plate connection could be welded with fillet weld.  The
plate attachment welds would be actually stronger (not taking into
account residual stresses induced by the weld). I'm not sure how this
can be considered a semi-rigid connection. 

-----Original Message-----
From: Greg Smith [mailto:strusup(--nospam--at)]
Sent: Thursday, July 15, 1999 4:37 PM
To: seaint(--nospam--at)
Subject: Re: Moment Connections

     I don't know about the code violations (if any) but unless you use
a much thicker weld plate, you will have a semi-rigid connection which
would be objectionable if only a rigid connection will do.  To assure a
rigid connection make sure that the fillet welds from the weld plate to
the beam flange are continuous up to the end of the beam flange.
     You can consult the AISC manual for details.

Hope this helps,
    -----Original Message-----
    From: Brian K. Smith <smitheng(--nospam--at)>
    To: seaint(--nospam--at) <seaint(--nospam--at)>
    Date: Thursday, July 15, 1999 3:14 PM
    Subject: Moment Connections
    I currently have a project under construction in which some of the
beams were shipped short.  The beams are framed into the flange of W
section columns with a shear tab connection and full pen flange to
flange welds.  The shear connection worked fine but the root opening on
the flange/flange weld was about 1 1/2".  The steel fabricator proposed
two options:  1) Build-up the beam with weld metal and then make the
final weld to the column flange, or 2) install a short plate matching
the beam flange and use two full pen welds.  I allowed option 2.
    The contractor called today and stated that the inspector (owner
contracted, not city) showed up on site and said he was not going to
approve the moment connections.  I asked the contractor if the welds
failed and he said that the inspector only looked at a drawing of the
fix and said it would never pass.
    Before I jump on this guy, I need to know, did I blow a code
requirement????  The code is 94 UBC, Earthquake Zone 0, wind 70 mph.
    Brian K. Smith, P.E.