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Re: Wall loading to exist. slab
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Wall loading to exist. slab
- From: Stanley E Scholl <sscholl2(--nospam--at)juno.com>
- Date: Thu, 16 Mar 2006 22:39:33 -0800
- Cc: seaint(--nospam--at)seaint.org
I have used pavement design theory on situations like this and it has
worked ( to convince a plan checker) sometimes.
A well used formula is d= sq. rt. 3W/S where W is the load, S= flexural
stress in the concrete and d= pavement thickness.
Stan Scholl, P.E.
Laguna Beach, CA.
I've seen this done a
lot. Usually it works well but sometimes it does not.
When it does not work
well the reason is usually related to movement (usually settlement) of the
slab. Poor compaction or a swelling clay would make it a no
If the owner wants to
gamble (and it's pretty much a willing gamble, I think) it should be clearly
established that it's his savings if it works and his loss, (not
yours) if it does not.
H. Daryl Richardson
----- Original Message -----
Sent: Thursday, March 16, 2006 11:29
Subject: Wall loading to exist.
I am working on a small
remodel. There is a wall that has been shown as a partition wall that
I would like to use as a shear wall. The wall is supported on an
existing 4? thick slab. If the wall carries 780 plf I really don?t
think that cutting the slab and adding a footing is required. If I
assume a 45 deg. distribution through the slab and add the thick of the wall
(3.5?) the resulting soil pressure is only 810 psf almost half of the 1500
psf that is being used on the project. The exist. slab is in very good
condition. Is there a reason why this just can?t be
R. Grill, P.E. (Structural)
- Wesnitzer, Inc.
Engineering and Surveying