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RE: UBC 16188.8.131.52.1.7 Bracing Load[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: UBC 16184.108.40.206.1.7 Bracing Load
- From: "David Topete" <dtopete(--nospam--at)gfdseng.com>
- Date: Wed, 3 Oct 2007 18:00:29 -0700
Title: Strenth and Stiffness of 1x diagonal floor sheathing??
Similar to what Conrad posted, I’ve used 2% of the force that can be developed in the beam flange. Say you are bracing a W12x35, Fy = 50 ksi, you would design the bracing force, Pbr = 0.02 x 0.6 x 50ksi x 6.5” x 0.5” = 1.95 kips (ASD). I’ve kinda followed the ’89 ASD Spec E4 regarding lacing of built-up members (pg 5-44 of the green book). HTH
David A. Topete, SE
From: Conrad Harrison
I don’t have the UBC but texts comparing various codes around the world indicate most codes usually adopt a value between 2% and 2.5% of the force in the critical flange.
B.Tech (mfg & mech), MIIE, gradTIEAust
From: Bill Allen
In bracing the top and bottom flange of a steel beam, what force do I use to design the brace connection?
T. William (Bill) Allen, S.E.
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