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RE: Unbraced Length[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Unbraced Length
- From: "Udall, Jeffrey D" <JDUdall(--nospam--at)babcock.com>
- Date: Thu, 11 Dec 2003 10:34:37 -0500
- Disposition-notification-to: "Udall, Jeffrey D" <JDUdall(--nospam--at)babcock.com>
Another case that has always intrigued me, that may be interesting, is the effect of full depth stiffener plates on the effective unbraced length of a simple beam without any physical bracing of the flanges.
During lateral torsional buckling the beam experiences three phenomena:
1. The beam translates to the side.
2. The beam rotates about it's center
3. The beam flanges become un-parallel
I would think that the stiffeners alone would provide some (may be very small) resistance to torsional buckling by keeping the flanges parallel. Is this 1 percent, 5 percent, etc. Inquiring minds want to know.
Thomas Hunt, S.E.
There are provisions in the 1999 AISC LRFD Specification for torsional bracing in Section C3.4b. They are indended for exactly this case.
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