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RE: UBC 1630. Bracing Load

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The city and county of LA requires the 2% at the intermediate bracing and 6% at the brace closest to the hinge point.
Ed Najjarine, SE
Irvine, CA

David Topete <dtopete(--nospam--at)> wrote:
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 [mailto:sch.tectonic(--nospam--at)]
Sent: Wednesday, October 03, 2007 5:46 PM
To: seaint(--nospam--at)
Subject: RE: UBC 1630. Bracing Load
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.
Conrad Harrison
B.Tech (mfg & mech), MIIE, gradTIEAust
South Australia

From: Bill Allen [mailto:T.W.Allen(--nospam--at)]
Sent: Thursday, 4 October 2007 10:01
To: seaint(--nospam--at)
Subject: UBC 1630. Bracing Load
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.
Consulting Structural Engineers
V (949) 248-8588 ? F(949) 209-2509