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RE: truss bracing
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: truss bracing
- From: "Khosrownia, Ghassem SPK" <GKhosrownia(--nospam--at)spk.usace.army.mil>
- Date: Thu, 7 Dec 2000 09:50:24 -0800 <GKhosrownia(--nospam--at)spk.usace.army.mil>
chord of trusses are usually in tension unless wind uplift is high enough to
generate compression in them, in which case bracing is required. Does the
mezzanine structure itself provide for any bracing? It seems it may be adding
enough dead load to reduce any possible uplift.
I'm working on a 1930's era commercial building
with the following condition.
Arch trusses spanning 45'. Truss height is 7'-8"
at apex of arch. Spacing between trusses is 15.5'. There are 6 truss
Bottom chord of trusses were originally braced at
midspan with a rough sawn 2x6 running horizontally, truss to truss, and rough
sawn 2x6 in cross brace fashion running bottom chord of one truss to top chord
of next truss.
At some point in time a mezzanine was constructed
and the builder removed the cross bracing so it wouldn't be in the way of
people walking on the mezzanine. This occurs in two truss bays.
What criteria is there for bracing the bottom
chord of these trusses. At the two bays in which bracing needs to be replaced
I would like to keep as much mezzanine area unobstructed as possible. Bracing
at third points pretty much destroys the mezzanine space. I've thought of
bracing from the mezz. floor to the bott. chord of truss. Anyone have a reason
not to do this?
All thoughts will be appreciated.