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Re: LRFD and the "Special Seismic Load Combos"[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Re: LRFD and the "Special Seismic Load Combos"
- From: "Gerard Madden" <GMadden(--nospam--at)mplusl.com>
- Date: Mon, 18 Dec 2000 11:52:34 -0800
Dave, Not a bonehead question. The special load combination generally occur in collector member and connection designs. The intent of the code is to beef up these members/connections using Omega level forces to ensure that they are capable of delivering seismic loads to the vertical resisting elements which will resist these loads. If these connections/members fail, the full potential of the shearwalls/braces/ moment frames etc... may not be realized in a huge seismic event. There is an exception to using a Phi factor of 1.0 (not sure if that applies to LRFD though because it is in reference to Allowable stress design which I don't think uses Phi factors) and if you are using ASD, 1.7 increase in the allowable capacity is permitted IN LIEU of the 1.33 normally associated with steel design. Hope this helps -Gerard Gerard Madden, P.E. Civil Engineer Middlebrook + Louie, Structural Engineers 71 Stevenson Street, Suite 2100 San Francisco, CA 94105 Tel: 415.546.4900 Fax: 415.974.3680 Email: gmadden(--nospam--at)mplusl.com
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