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RE: Moment Connections

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I would probably agree with your example.  Unfortunately, Mr. Smith's
particular problem uses a weld plate that is the same thickness.  For
this instance, I would not assume a semi-rigid connection.

-----Original Message-----
From: Greg Smith [mailto:strusup(--nospam--at)]
Sent: Friday, July 16, 1999 11:37 AM
To: seaint(--nospam--at)
Subject: Re: Moment Connections

     Pg 4-88 AISC manual 7th ed. (old but accurate).  Example uses weld
plate thinner than flange and starts the weld at 1.5 times the width of
plate back from the column flange.  This plate is "supported" by the
Depending on the flange size and the force in it the 1 1/2 inches could
this in the semi-rigid category especially for the compression flange.


-----Original Message-----
From: Jeffery Seegert (x 485) <jbseegert(--nospam--at)>
To: 'seaint(--nospam--at)' <seaint(--nospam--at)>
Date: Friday, July 16, 1999 7:06 AM
Subject: RE: Moment Connections

>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.