I'd be interested in the detail too,
----- Original Message -----
Sent: Thursday, June 02, 2005 8:44
Subject: RE: Residential Steel
not that I don't like your connection, it's just that I think there might be a
little more to the problem than a simple shear connection, even if it is
underloaded. Consider a different style of "shear plate"
connection. It's an "extended shear plate" connection. At the beam
intersection, rather than having a short shear tab and a coped "supported
beam," extend that plate out beyond the flange edge of the "supporting
beam." Have the shear plate welded to the top and bottom flange of the
supported beam and taper-cut to allow the "supported beam" easy fit and
bolt. Furthermore, provide a stiffener on the opposite side of this
beam. This would avoid the coping on the "supported beam" and allow an
easy field assembled connection without having to skew the "supported beam"
into place. As compared to your "top bearing plate" detail, I think
fabrication would be a wash, and this appears to be a detail that fabricators
around here are quite familiar with. If you would like a little sketch
of this, if the description is confusing you, let me know and I can throw
something together pretty quick.
Good morning, fellow
In my experience, the use of
structural steel in residential construction - particularly, in remodeling,
is always somewhat tricky because of the different tolerances - demanding
for steel and quite relaxed for wood. Field welding, burning, cutting,
etc. are as frequent as they are undesirable.
So, designing the intensive
remodel of a 3-story residential house, I came up with this
detail. Imagine two identical wide-flange floor beams connecting
at a "T." The reactions are low for steel (say, 6K). The
standard detail is to weld a tab to one beam and to cope/bolt the
other. Due to the above considerations, I thought
of shop-welding 12"L x 8"W x 3/4" plate flat to the top
flange of the supported beam (5" overlap, all-around weld).
The plate then simply bears (1" max. gap, 6" overlap) on the top flange of
the supporting beam, transferring the reaction to its
Both beams are nailed to the
floor diaphragm through the bolted nailers (except at the plate location),
and "are not going anywhere." Construction-wise, the connection
appears perfectly "flexible." Structurally, the deflections are
negligible, the stresses in the plate and beams are moderate, the weld is at
about 30% of the allowable stress.
I am still uneasy with the
detail. What do you think?