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RE: Question on need to use "skip" live loads in 2-way slabs
[Subject Prev][Subject Next][Thread Prev][Thread Next]- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Question on need to use "skip" live loads in 2-way slabs
- From: Paul Crocker <paulc(--nospam--at)ckcps.com>
- Date: Thu, 24 Oct 2002 10:31:27 -0700
If you
are having trouble with punching shear, it is worth remembering that it
isn't possible to skip load both directions simultaneously in a two-way
slab. Skip loading in one direction implies that only part of the
tributary area in the opposite direction is loaded. I have had to remind
myself of this a few times when I check punching shear for the maximum
unbalanced LL moment in both direction at the same time, which isn't a case that
can happen.
Paul
Crocker, PE
-----Original Message-----
From: GSKWY(--nospam--at)aol.com [mailto:GSKWY(--nospam--at)aol.com]
Sent: Thursday, October 24, 2002 7:11 AM
To: seaint(--nospam--at)seaint.org
Subject: Re: Question on need to use "skip" live loads in 2-way slabs
Cliff,
Out of curiosity, what is the difference in the reinforcement required when you skip live loads versus when you don't skip live loads- i.e. what is the difference in the the post-tensioning required and what is the difference in the additional mild steel required for ultimate moment? What is the difference in the shear calculations?
Another engineer once came to me in a panic because at the end of designing a 24 story apartment building, they realized they had forgot to check "yes" on the "skip live load" question in ADAPT.
We went through and identified what were likely to be the critical runs and re-did them - the only difference was in a few places, the mild steel required for ultimate moment increased slightly. In no place, did it increase above what was already being provided (since bars come in finite sizes, you are generally always using a little more than you need).
This may not be the case for your design but I would be interested in knowing the answer.
Gail S. Kelley, P.E.
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