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RE: Structural Question about beam secured to top of proprietary shear wall panel.[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Structural Question about beam secured to top of proprietary shear wall panel.
- From: "David Topete" <dtopete(--nospam--at)gfdseng.com>
- Date: Wed, 16 May 2007 08:23:50 -0700
Quick question for you, Dennis…
What uplift forces are you getting on your 24” wall? Is the DL rxn offsetting the uplft?
I would agree with you the post nearest the opening would see the reactions from the beam/header. I also, believe adding some additional meat at the footing wouldn’t be a bad idea also. Bearing pressures are certainly reduced. But, the additional mass is there to counteract uplift.
Just a thought.
David A. Topete, SE
From: Dennis Wish
The problem is that based on the load diagram if the beam is not really considered fixed, then the ends of the beams are moving up to compensate for bending and the connection of the top of the Hardy or Simpson SSW is pulling the ends down. So, is my conclusion that the reaction actually occurs at the bearing post in the proprietary wall closest to the opening? If so, I need to add a pad foundation below the existing to make the bearing pressure work.
Any thoughts? I don’t think the catalog handles this type of a question, but thanks for suggesting it.
P.S., there is a partial uniform roof load on the beam end above but not sufficient over a two foot length of frame to significantly offset the deflection upward of the beam end. Maybe I’ve confused you all :>)
Dennis S. Wish, PE
Structural Engineering Consultant
http://www.structuralist.net (new site and services coming soon)
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