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RE: Wall loading to exist. slab[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Wall loading to exist. slab
- From: "Keith Pabst" <kpabst(--nospam--at)HA-PA.com>
- Date: Fri, 17 Mar 2006 08:41:49 -0500
As mentioned in some of the other posts it is not clear whether this load is vert. or horiz. Just based on some quick figures it doesn't seem a 4" slab can support a vertical load of 780 plf. The allowable wall load on a slab is dependent upon the modulus of sub grade reaction as well as the slab thickness, wall width and compressive strength of the concrete. The location of the wall should also be considered, i.e. if it is close to a free edge the calculations are different. I have put to together a spread sheet for determining wall loads on slabs for both center of slab or at keyed or doweled joints as well as one for allowable wall loads at free edges. If you're interested I can forward it to you.
Keith E. Pabst, P.E.
From: Joe Grill [mailto:jgrill(--nospam--at)swiaz.com]
Sent: Thursday, March 16, 2006 1:30 PM
Subject: Wall loading to exist. slab
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 done?
Joseph R. Grill, P.E. (Structural)
Shephard - Wesnitzer, Inc.
Civil Engineering and Surveying
P.O. Box 3924
Sedona, AZ 86340
PHONE (928) 282-1061
FAX (928) 282-2058
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