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RE: UBC 1630.8.2.2.1.7 Bracing Load
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- Subject: RE: UBC 1630.8.2.2.1.7 Bracing Load
- From: Reza Dashti Asl <rezadashti(--nospam--at)hotmail.com>
- Date: Tue, 9 Oct 2007 13:22:51 -0700
Jim, I was not following this topic so you may already have your answers, but here is my 2(Canadian)Cents: Not mentioning the stiffness requirement for the brace, that force is what we need to create a "braced point". The force is different for different sections as you mentioned. As for the distance between the "braced points" in mid-span and where we would have them; let's assume that we have a 30' span. If the beam we choose (for force or deflection reasons) can resist the factored moment with the 30' un-braced length (see Beam Selection Tables, page 5-71, LRFD 3rd Ed. or similar)then we don't need any mid-span "braced points". Now if we choose another beam that can resist the moment with 15' (or 10' or L_sub_b < L_sub_P) un-braced length then we need one (or two or more) mid-span braced points. As these beams are different, the bracing force will be different. That is how you get to pounds of force from feet of distance between braced points. HTH, Reza Dashti P.Eng Vancouver, BC
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- UBC 1630.8.2.2.1.7 Bracing Load
- From: Bill Allen
- Re: UBC 1630.8.2.2.1.7 Bracing Load
- From: Jim Persing
- UBC 1630.8.2.2.1.7 Bracing Load
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