Need a book? Engineering books recommendations...
Re: parking sttructure live load[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Re: parking sttructure live load
- From: "Ed Workman" <eworkman(--nospam--at)fix.net>
- Date: Sun, 15 Aug 1999 08:45:24 -0700
-----Original Message----- From: Mvpsc(--nospam--at)aol.com <Mvpsc(--nospam--at)aol.com> To: seaint(--nospam--at)seaint.org <seaint(--nospam--at)seaint.org> Date: Friday, August 13, 1999 3:02 PM 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? Per another post apparently the code wierdos share the opinion that 50 psf is "a liitle weak". In the automobile capital of the known universe, 50 psf, reducible to 30 psf minimum on beams girders and columns has proven to be quite satisfactory for parking structures for which completed deck area can be counted in square MILES. I wonder what so called problem is being addressed by the increased loadings, as reported elsewhere? For metal deck the 2000 pound wheel load will control, but it never does (mathematically or performance-wise) for typical concrete structures of flat plate or beam and slab framing, even when 4.5 inch thick slabs were commonly provided.
- Prev by Subject: Re: parking sttructure live load
- Next by Subject: Past SE exams
- Previous by thread: Re: parking sttructure live load
- Next by thread: RE: parking structure live load