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Cantilever Columns[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Cantilever Columns
- From: FSRahbar(--nospam--at)aol.com
- Date: Tue, 10 Aug 1999 13:35:28 EDT
This is the first time I am sending any e-mail to SEAOSC. I hope it goes through. I have looked at several e-mails regarding the plywood or wood diaphragm for mostly type V construction. I in fact have received Plan Check Correction for City of Agoura Hills requesting Rigid Diaphragm Analysis on a two-hundred square feet, second floor addition!! I understand, based on our conversations with the City of Los Angeles, that the City considered all residential diaphragms as flexible. I don't think anyone is against the rigid diph. analysis, except that the cost of engineering will go up and many of us can not compete with some that have low, low, low fees. I do have a question: The e-mail that I had received, indicated that for the cantilever steel columns, only the elements in that line may be designed for the lower "R". UBC, requires a "R" of 2.2 for cantilever columns. The whole business of cantilever columns started with 1996 Accumulative Supplement to the UBC 1994. In that Supplement, it clearly states that the lower "R" is for Isolated columns with Isolated pad footings. Most of our columns are not isolated. There are at least two columns and the columns are embedded in continuous concrete grade beam. DOES THE LOWER "R", STILL APPLIES TO THIS CONDITION OR NOT? Does anyone know the answer? I have asked the question from the Technical Representatives of ICBO. I have spoken with two gentlemen. None, knew the answer. If someone knows the answer, please e-mail me. Farzin S. Rahbar fsrahbar(--nospam--at)aol.com
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