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Compression flange bracing[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Compression flange bracing
- From: "Lutz,James" <JLUTZ(--nospam--at)earthtech.com>
- Date: Fri, 29 Oct 1999 08:33:16 -0700
The issue of compression flange bracing has come up in my practice on numerous occasions with respect to rafters supporting the roofs of steel water storage tanks. Typical practice is to not weld the rafters to the roof plates, so compression flange bracing is only provided by friction of the roof diaphragm. This is specifically permitted by AWWA D100, which allows rafters to be designed as if continuously braced. The argument I get into when reviewing the work of other designers is that I think UBC (AISC Specifications) should overrule the AWWA procedure. The UBC permits the use of "approved national standards" (e.g. AWWA) for the design of ground storage tanks (UBC 1634.4), but I read this as applicable to seismic design only. In all other aspects, the UBC should govern as is. Anybody have any thoughts on the validity of counting friction for lateral support? I can't imagine AWWA recommending this design approach without some sort of basis.
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