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RE: Pilaster retrofit

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RE: AISC Design Guide 1 (2nd Ed), Section 3.5.  It is the similar principle just turned sideways.  By the time, you get flexural bending in the through bolt, you will fracture the concrete at the surface interface. 

Regards,
Harold Sprague

> Date: Tue, 9 Sep 2008 10:42:41 -0800
> From: dmorris(--nospam--at)bbfm.com
> To: seaint(--nospam--at)seaint.org
> Subject: Pilaster retrofit
>
> I have a project where the incorrect anchor rods where used at all the
> braced bays. Instead of 1" diameter F1554-36, they used 3/4" A36 (?)
> headed studs. I have no idea how this happened. The owner has asked
> whether some sort of steel saddle can be fitted over the top of the
> pilaster. There would be thru bolts from one side of the saddle to the
> other side through the pilaster (16"). The side straps would be welded
> to a plate on top that the column baseplate would be welded to. We
> typically show 1 1/2" non shink grout between the baseplate and the top
> of the pilaster, so the top of the saddle will not affect any elevations.
>
> My question is, how do I look at the thru bolts and the forces on them
> at the rod/concrete interface? I can calculate the minimum number of
> bolts using the allowable load on a bolt in single shear. How do I look
> at the bearing pressure between the threaded rod and the concrete and
> its distribution from the side of the pilaster. The bearing pressure
> will be greatest at the straps and decrease towards the middle of the
> pilaster.
>
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