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RE: Joist Girder Connection

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I believe detailing of this connection will depend on the size of the
horizontal force (from your moment) in the lower chord of the joist girder.
If the force is low enough (unlikely with a 10x10 tube) you may not need
anything except the knife plate.  I would check for punching shear and
bending in the tube face.  Often, a WT is used to either vertically or
horizontally (with the vertical stablizer plate welded to the flange and web
of the WT) is used to transfer the forces to the HSS sidewall.  Examples of
these are shown on pgs 256-257 of "Designing with Steel Joists, Joist
Girders and Steel Deck" by Fisher, West and Van De Pas.  This text was
distributed by Vulcraft/Nucor reps as recent as two or three years ago.  I
believe it has been referred to previously on this listserve.

David L. Williams, PE
Snyder Engineering, Inc.
Columbia, MO



-----Original Message-----
From: richard lewis [mailto:rlewistx(--nospam--at)juno.com]
Sent: Monday, July 02, 2001 1:47 PM
To: seaint(--nospam--at)seaint.org
Subject: Joist Girder Connection


I am designing a joist girder connection to a TS10x10.  The connection is
for wind and live load moments.  I understand the typical bottom
connection is a 3/4" thick knife plate.  The bottom chord of the girder
slips over the plate.  I want to get some feedback as to how others
handle the connection to a tube.  Do you add a horiz. plate to help
transfer the load to the tube sidewalls?  Do you try to slot the tube and
knife the plate all the way through so there is a direct transfer to the
adjacent joist girder?

I understand the gap between the bottom chord angles is 1 inch.  Using a
3/4" plate, do you do anything to fill the 1/4" gap?

Rich
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