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Re: welded truss design assumptions
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- Subject: Re: welded truss design assumptions
- From: Chung-Soo Doo <CDoo(--nospam--at)sdesf.com>
- Date: Tue, 10 Sep 2002 16:55:49 -0700
I agree with Warren. The forces in the diagonal member shall be resisted
by the strength of the member. We have member capacity of bending, axial,
and shear. It is not a big problem if the truss is properly modeled and
analyzed. However, the calculation of k-value is very complicated since
we need to calculate the stiffness of top and bottom chord. Fortunately,
we usually use much stiffer members for those members and the relative
nodal displacement is very minor. It make me assume to be k = 1.
However, if the top and bottom chord has about same or less bending stiffness, then you need to calculate the relative stiffness and adjust your axial capacity by calculated k-value. Chung-Soo Doo "Foy, Warren" wrote: I usually analyze the webs as having fixed ends to design for the moment induced, but design with a k=1 for axial loads. |
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