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Re: shell stability[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: shell stability
- From: Steve Gordin <sgordin(--nospam--at)sgeconsulting.com>
- Date: Wed, 27 Oct 2010 18:43:24 -0700
My problem is a large steel tank being used as a form for its own outer concrete shell with welded ties keeping the shell from buckling during the pour.
Timoshenko's "Theory of Elastic Stability" was my knee-jerk-reaction reference. I also looked into Roark (which actually cites Timoshenko's formulas for arches, not shells), as well as Vol'mir's "Flexible Plates and Shells", "Guide to Stability Design" (Galambos), and several designer's handbooks.
Unfortunately, none of these sources provided a clear-cut solution for a problem at hand. For example, the Timoshenko's formulas (referenced in Roark) do not appear quite applicable to shallow arches (my case), while other formulas that are applicable to such arches lead to quite paradoxical and seemingly theoretical results.
I ended up modeling the shell in 3D FEA, evaluating stresses, analyzing the deflected shapes, and still applying the Timoshenko's arch formulas. The results appear reasonable and corresponding to the field observations.
V. Steve Gordin SE
SGE Consulting Structural Engineers
Alexander Bausk wrote:
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