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RE: lateral load[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: lateral load
- From: "Dennis S. Wish PE" <wish(--nospam--at)cwia.com>
- Date: Thu, 19 Nov 1998 09:10:56 -0800
Here is what I have done in the past: If the mezzanine is connected to the panels properly (appropriate tension ties) on three sides, I add the weight of the mezzanine to the roof and do not provide additional lateral support for it. However, I would probably increase the strength of the connections at the mezz level to the panels and would carefully check the panels for the lateral weight of the mezzanine acting at the connection (normal to the panel). If the mezzanine is not connected on one or two sides, I would definately design lateral restraint. If I recall, I boosted the lateral capacity to either 3Rw/8 or 30% of the mezzanine load (including 25% of the live load if used for storage) and checked story drift to insure that there was no pounding. Dennis Wish PE -----Original Message----- From: Dave Anderson [mailto:dnae(--nospam--at)home.com] Sent: Thursday, November 19, 1998 7:30 AM To: seaoc Subject: lateral load Hi everyone If a mezzanine is constructed inside tilt up concrete building and the walls are supported at roof and foundation do i have to consider seismic load on mezzanine diaphragm or the load will go direct to strong connection at roof and foundation it is another plan check correction! thanks D.A.
- lateral load
- From: Dave Anderson
- lateral load
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