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FW: welded truss design assumptions[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "Seaint (E-mail)" <seaint(--nospam--at)seaint.org>
- Subject: FW: welded truss design assumptions
- From: "LaCount, Curt" <Curt.LaCount(--nospam--at)jacobs.com>
- Date: Wed, 11 Sep 2002 11:14:12 -0400
Our office practice is to design web members and connections for the forces generated by a fixed end model (K=1 for convenience). In most cases these secondary forces (moment and shear) are small enough to ignore (based on an AISC paper which I cannot remember the authors name at the moment). We also run a pin ended model in order to check deflections since this would model the upper bound on deflections.
I hope this helps.
Curt La Count
From: Ken Peoples [mailto:kspeoples(--nospam--at)lvta.net]
Sent: Tuesday, September 10, 2002 1:48 PM
Subject: welded truss design assumptions
I am reviewing someone elses truss design and question one of his assumptions. When we do trusses, we typically assume that the web members are pinned and that these members only carry axial load - even if the connections are welded. The truss that I am reviewing was designed with all of the members assumed to be fixed ends. It is a typical WT top and bottom chord truss with angle webs. No special connections - just gussets in line with the WT webs and welds on one leg of the angles. Just curious what the general concensus is out there.
Thanks in advance.
Kenneth S. Peoples, P. E.
Lehigh Valley Technical Associates
1584 Weaversville Road
Northampton, PA 18067-9039
Phone: (610) 262-6345
Fax: (610) 262-8188
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