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RE: through-truss without top chord bracing

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Yes.

-----Original Message-----
From: M. David Finley, P.E. [mailto:pec(--nospam--at)isgroup.net]
Sent: Monday, February 11, 2002 11:40 AM
To: seaint(--nospam--at)seaint.org
Subject: Re: through-truss without top chord bracing


I assume you treat the web member as a cantilever when checking the 2%
force?

M. David Finley, P.E.


----- Original Message -----
From: "Matthew Stuart" <m.stuart(--nospam--at)aespj.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Monday, February 11, 2002 11:19 AM
Subject: RE: through-truss without top chord bracing


> I have seen design guidelines for this condition before but can't recall
> where. I think if you were to ask Dr. Yura (steel bracing guru at
University
> of Texas/Austin) he would probably say design the web to resist a lateral
> force = 2% of the axial force in the top chord and you can assume that the
> top chord is braced at each panel point.
>
>  -----Original Message-----
> From: Ken Peoples [mailto:kspeoples(--nospam--at)lvta.net]
> Sent: Monday, February 11, 2002 11:09 AM
> To: Seaint
> Subject: through-truss without top chord bracing
>
> Can any of you recommend a reference for the design of a through-truss
(pony
> truss?) without top chord bracing?  I have seen trusses - such as
gangways -
> where the top chord "appears" to be unbraced.  In actuality, they must use
> the stiffness of the vertical web members to resist the lateral buckling
of
> the top chord because there is no way for the top chord to be considered
as
> unbraced for the entire span of the truss and still be able to take much
> compressive load.  Are any of you familiar with a design procedure for
this
> type of system?
> Thanks in advance,
> Ken
>
> Kenneth S. Peoples, P. E.
> Lehigh Valley Technical Associates
> 1584 Weaversville Road
> Northampton, PA 18067-9039
> Phone: (610) 262-6345
> Fax: (610) 262-8188
> e-mail: kpeoples(--nospam--at)lvta.net
>
>
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