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RE: Parking Garage Loading - IBC/UBC[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Parking Garage Loading - IBC/UBC
- From: Tom Skaggs <tom.skaggs(--nospam--at)apawood.org>
- Date: Fri, 4 Apr 2003 09:17:05 -0800
From: Jake Watson [mailto:jwatson(--nospam--at)utahisp.com]
Sent: Friday, April 04, 2003 9:03
Subject: RE: Parking Garage Loading - IBC/UBCAfter speaking with someone who does parking garages for a living, here is a summary of loading requirements. It appears that ASCE 7-98 is the odd duck.Code DT LL LB LL Col LL (DT= Double-tees, LB = edge spandrels)ASCE 7-02 40 PSF 40 PSF 32 PSFASCE 7-98 50 PSF 50 PSF 40 PSF2000 IBC 37 PSF 30 PSF 20 PSF1997 UBC 37 PSF 30 PSF 30 PSFDoes anyone have a copy of the '03 IBC that they can check for me? Is the LL reduction section still the same as the '00 IBC?The difference appears to be only in the ASCE documents, but they are not as far off as I thought at first. What is still interesting is the variability in column loading. I thought this stuff was based on statistics, not opinions?!?!Jake Watson, P.E.Salt Lake City, UT-----Original Message-----This is my opinion on parking garage loading (taken from something I wrote):
From: GSKWY(--nospam--at)aol.com [mailto:GSKWY(--nospam--at)aol.com]
Sent: Friday, April 04, 2003 9:17 AM
Subject: Re: Parking Garage Loading - IBC/UBC
While most building codes and standards specify a live load of 50 psf for parking structures, permissible live load reductions vary widely. The IBC, the BOCA National Building Code, and the ASCE 7 Standard do not allow live load reduction for horizontal members but allow a 20% live load reduction for columns supporting two or more floors. The Uniform Building Code (UBC) allows a maximum 40% reduction for both horizontal members and columns. The Standard Building Code (SBC) allows a maximum of 40% reduction for horizontal members and 60% for columns.
The use of live load reduction in parking garages is typically justified because actual automobile weight in a fully loaded parking garage will seldom exceed 25 to 30 psf. A nominal added reserve capacity may be desirable to account for future dead loads such as overlays, however.
The critical stage for collapse is probably during construction. The precast parking garage that collapsed in Maryland last fall was an 8-story garage. I heard (from someone "close to the investigation") that there may have been a problem with how many levels they had erected without having welded the flanges. Eight stories is actually somewhat tall for a parking garage - owners have figured out that the top stories never get used, because people don't want to drive up a mile of ramps to find a parking space. In the garage in Maryland, the erectors may only previously have done three or four story garages, and thus not had a problem with leaving flanges up welded.
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