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RE: Structural steel end-plate moment connection question

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Title: RE: Structural steel end-plate moment connection question

1) I will start with the last paragraph: it was not until AISC came out with
  the Design Guide 15 that the Kennedy method (Split T) was published in
  a concise and applicable document.
  With a dedicated spreadsheet the design is instantaneous.
 
2)The code enforcement people did not have a clear reference available for
  checking the connections and most of the MBMA companies kept their methodology
  somewhat in a secret, and thus some bad vibes were generated.

3)The pro and the cons as far as economics rest with the cost of shop operations
  and field inspections and/ or quality control away from the manufacturer of the
  parts to be connected.

4)There has been a serious turn around among the "Theologians" since the last
  seismic event in Los Angeles gave the bolted end plate spectacular results
  for everybody to witness. Note that The IBC (And LA County & LA City) relax
  the limitations in ordinary moment frames when bolted end plates are used.
  (With other caveats)

  Francois Rambau  
  Star Building Systems



-----Original Message-----
From: Clifford Schwinger [mailto:clifford234(--nospam--at)yahoo.com]
Sent: Thursday, February 13, 2003 1:23 PM
To: seaint(--nospam--at)seaint.org
Subject: Structural steel end-plate moment connection question


I would like to have some opinions from structural
steel experts on the list regarding the economics of
end-plate beam to column moment connections versus
field-bolted top and bottom flange-plate beam to
column moment connections.

The end-plate moment connection seems to be the
ultimate in simplicity - cut the beam and weld on the
end-plate.  The top and bottom flange plate moment
connection requires two flange plates, a beam web
shear connection and two fin tabs to support the metal
deck due to the flange plate preventing placement of
the deck on the top flange of the beam in the vicinity
of the flange plate.

What am I missing?  Why are end-plate moment
connections not more popular in this country
(especially for beam to column flange connections)? I
realize that when the moments get "too big" end-plate
moment connections can get ugly, but it seems that the
end-plate moment connection would be a good connection
for smaller moments.

TIA,

Cliff Schwinger


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