-Standard AISC steel shear connection, single shear plate
bolted to the web of a beam and welded to an embed plate in a concrete
-Existing building, finishes up and this will have to be a
weekend job probably.
-Third floor beam, temp shoring and jacking pretty much out
of the question.
-Dead loads in place, building occupied.
-It was determined the existing shear connection was about
one bolt short or about 6 kip.
Does AISC allow you to add the strength of an
additional weld from the shear plate to the web of the now-bolted beam?
To maintain a connection that allows some rotation to
maintain a pin-pin assumption, the weld could be placed only near the bottom. I’m
winging this email so pardon my mechanics of materials memory….
The bolts should be in full bearing condition and local
deformations for the most part should have taken place inside the connection,
correct? I know it depends on % of dead and live load, size of the holes (13/16”
diam with ¾” dia bolts I think), etc…
Alternatively, what about adding a shear plate to the
opposite side of the web and turn this into a double shear connection? They
could take the nuts of the existing connection, slide another shear plate on, weld
it to the embed plate, then tighten up the bolts… The problem I see with
that is making sure the bolts are bearing on the new plate once it is welded up
there and it is not just there for peace of mind. I am worried the connection
would have to yield slightly to begin bearing on the new plate, but maybe that
is acceptable? Would I have to use a slip critical connection to ensure load
Third option is it may be possible to add a stiffened
angle seat below the beam. But again, how do get it to share the load and not
be just eye candy… I think in terms of sharing the load this is worse than
Any references to AISC or other advice would be greatly
Thanks in advance,
Andrew Kester, PE