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RE: UBC 1630.8.2.2.1.7 Bracing Load

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Title: Strenth and Stiffness of 1x diagonal floor sheathing??

Bill,

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)bigpond.com]
Sent: Wednesday, October 03, 2007 5:46 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: UBC 1630.8.2.2.1.7 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.

 

Regards

Conrad Harrison

B.Tech (mfg & mech), MIIE, gradTIEAust

mailto:sch.tectonic(--nospam--at)bigpond.com

Adelaide

South Australia


From: Bill Allen [mailto:T.W.Allen(--nospam--at)cox.net]
Sent: Thursday, 4 October 2007 10:01
To: seaint(--nospam--at)seaint.org
Subject: UBC 1630.8.2.2.1.7 Bracing Load

 

In bracing the top and bottom flange of a steel beam, what force do I use to design the brace connection?

 

TIA,

 

T. William (Bill) Allen, S.E.

ALLEN DESIGNS

Consulting Structural Engineers
 
V (949) 248-8588 F(949) 209-2509