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RE: parking structure live load[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: parking structure live load
- From: Harold Sprague <harold.sprague(--nospam--at)neenan.com>
- Date: Mon, 16 Aug 1999 13:30:22 -0600
When I have done surveys, the 50 psf is adequate for passenger car loads. If you consider top decks you may have to add snow loading and probably drifting snow provisions. Often times there are areas that Another consideration is if the parking deck is designated as a "fire fighting platform". In this case the AASHTO HS20 loading will not even be adequate. You must consider maximum outrigger loads of aerial platform trucks. There are no codes that govern this, but it will govern for the slab thickness for beam shear and punching shear. Regards, Harold Sprague The Neenan Company -----Original Message----- From: Mvpsc(--nospam--at)aol.com [mailto:Mvpsc(--nospam--at)aol.com] Sent: Friday, August 13, 1999 4:00 PM To: seaint(--nospam--at)seaint.org Subject: parking sttructure live load What is the most commonly used live load for the design of parkiing structure or garages with metal deck and steel girders. 50 psf live load per UBC seem to be little weak. Any comments?
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