Due to being on vacation last week I am reading all my e-mails a little
late. However, this sounds like an ideal situation for a Hollo-Bolt. It is a
blind bolt which has been both tested (by British Steel/Corus amongst
others) and specified for moment connections so should be up to the job.
Details can be found at our web site http://www.lindapter.com or contact the
office in Ann Arbor MI on 888 724 2323.
I realise its a little late but our thoughts go out to everyone involved in
the WTC disaster last week. Although a UK company we have US parentage being
part of Tyco International.
Technical Support Manager
Lindapter International, Bradford, UK
This communication is considered confidential and is intended for the
recipients usage only.
> -----Original Message-----
> From: Charpentier Joe [SMTP:JCharpentier(--nospam--at)tectonicengineering.com]
> Sent: Wednesday, September 12, 2001 4:57 PM
> To: 'seaint(--nospam--at)seaint.org'
> Subject: Bolting through tubes
> We've got a situation where we are reinforcing a connection between an
> existing wide-flange beam and an existing Tube Steel column. The existing
> connection is a single shear tab welded to the face of the column, which
> will not support the additional loads being added on the beam. We want to
> place a seat angle below the exiting beam. However, the owner does not
> us to weld to make connections. Can anyone point me to a reference (or
> out) any additional concerns aside from the normal bolt tension, shear,
> I'm going to check the tube wall for bending across the face, and the
> corresponding deflection, but how can I quantify what effect that may have
> on the tube's axial or bending capacity? (or is the issue too minor to
> about? It's a TS4x4x1/2) I guess that the AISC has gone as far as
> recommending shear tabs rather then through plates "wherever possible" (if
> remember the black HSS connections manual correctly), So is this issue not
> as serious as once thought?
> Thanks in advance,
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