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Re: Moment Connections
- To: <seaint(--nospam--at)seaint.org>
- Subject: Re: Moment Connections
- From: "Greg Smith" <strusup(--nospam--at)gte.net>
- Date: Thu, 15 Jul 1999 15:36:38 -0500
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
can consult the AISC manual for details.
Hope this helps,
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
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
Brian K. Smith, P.E.