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FWD>[SEAOC] Truss cambering[Subject Prev][Subject Next][Thread Prev][Thread Next]
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- Subject: FWD>[SEAOC] Truss cambering
- From: "Mike" <mforbes(--nospam--at)pffa.com>
- Date: Fri, 2 Feb 1996 09:50:26 -0800
- >date: 2 Feb 1996 09:50:41 U
Mail*Link(r) Remote FWD>[SEAOC] Truss cambering Ghassem Khosrwonia: The cambering of trusses is a standard practice of the truss industry; in fact, they ALWAYS camber unless you SPECIFICALLY tell them not to do so. This criteria is specified in the Steel Joist Institute standard specs. The better way to deal with camber is to specify a camber related to dead load deflection; however, you will need to supply the APPROPRIATE portion of dead load for which you want the camber to be computed. The issue of camber is of particular importance for long-span floor systems, which are often controlled by the need to address vibratory response; the typically stiffer floor trusses would be overcambered if you allow the industry-standard camber to be used. The result: when you place floor decking and concrete fill, the camber won't come out of the truss and your concrete will be too thin at mid-span (or too thick at the edges). -------------------------------------- Date: 2/1/96 2:48 PM From: seaoc(--nospam--at)seaoc.org To those experienced: 1. At what point costs of cambering vs costs of increasing member size will offset one another. Do you think pound per pound, cambering of long span trusses is more expensive that just adding muscle? 2. is it sufficient to show camber amount at the top chord alone, or should the values be shown for the bottom chord also, although it seems they would be the same. 3. Any idea on source of information on cambering of long span trusses? I appreciate any responses. Thanks, Ghassem Khosrwonia ...
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