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[SEAOC] Chevron bracing[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc(--nospam--at)seaoc.org
- Subject: [SEAOC] Chevron bracing
- From: BCASE1356(--nospam--at)aol.com
- Date: Thu, 5 Dec 1996 20:17:20 -0500
Date: 96-11-30 19:12:12 EST From: BCASE1356(--nospam--at)aol.com To: seaoc(--nospam--at)seaoc.org I have been reviewing some drawings for a two story office building with flexible floor and roof diaphragms which has used chevron bracing for the lateral resisting system. The unique thing about this chevron bracing is that the roof beam which the diagonal tube steel bracing members connect to is a glu-lam beam. The calculated seismic forces acting on the glu-lam beam have been accounted for (approximately 60 kips axial force into the bracing = 3Rw/8), including secondary moments due to the bracing connection. I realize that many wood trusses have been built for higher axial loads using both rough sawn lumber and glu-lam members, but these are usually only subject to static gravity loads and not dynamic loads such as generated during an earthquake. My question is does anyone know of any reason why you should not use a glu-lam beam as part of a chevron braced frame if you can show by calculation that it works. Thanks in advance. Michael Cochran S.E. Brian L. Cochran Associates bcase1356(--nospam--at)aol.com ...
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