To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
Subject: RE: Bolting through tubes
From: "Jones, Mark A." <Mark.A.Jones(--nospam--at)jacobs.com>
Date: Wed, 12 Sep 2001 12:57:17 -0400
Am I envisioning this correctly?
| || ---
| ||___| |___________
| |----| |----
| || --- Bolt
| || Angle Seat
If so, remember that the bolt is in shear on both faces of the column, i.e.
the inner shear plane counts double.
If not, how do you plan on getting the nut on the inside of the tube?
> - Charpentier Joe [mailto:JCharpentier(--nospam--at)tectonicengineering.com] wrote:
> 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 want
> us to weld to make connections. Can anyone point me to a
> reference (or point
> out) any additional concerns aside from the normal bolt
> tension, shear, etc?
> 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 worry
> 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 I
> remember the black HSS connections manual correctly), So is
> this issue not
> as serious as once thought?
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