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RE: Wall loading to exist. slab

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You won’t have much uplift capacity for the hold-down in 4” of slab to dowel into. Are you using Kwik Bolts (5/8” dia. Min for shearwalls) as the shear bolts at the mudsill? Do they have ICBO values at 3” embedmend? Most have a disclaimer about not applicable for seismic applications at this embedment (but that might only be for tension). How are you determining your bearing pressure, using a beam on elastic foundation model? Using hold-down assumes the compression and tension are concentrated within the end post cross section in contact with the mudsill. Seems dicey at best to me.




-----Original Message-----
From: Joe Grill [mailto:jgrill(--nospam--at)]
Sent: Thursday, March 16, 2006 10:30 AM
To: seaint
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?


Joe Grill


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