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RE: Wall loading to exist. slab

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Joe –

 

As crazy as this might sound, I’ve had more than one occasion where a geotechnical engineer has given me an allowable soil bearing pressure of 0 at the top of the soil / bottom of the slab because it wasn’t “confined” by surrounding soil. I realize that this is a small project (probably with a proportional fee), but, if it were my project, I would find a geotech (if there is not one already on the project) who would be willing to write a letter giving me some allowable soil bearing pressure at the bottom of the slab and then present the cost of preparing that letter to the owner. Remember, that 1,500 PSF you have on the rest of the project is at the bottom of a footing embedded “X” into natural grade or approved compacted fill. Such a letter would eliminate one expert witness for the future plaintiff.

 

Regards,

 

T. William (Bill) Allen, S.E.

ALLEN DESIGNS

Consulting Structural Engineers
 
V (949) 248-8588 F(949) 209-2509

-----Original Message-----
From: Joe Grill [mailto:jgrill(--nospam--at)swiaz.com]
Sent: Friday, March 17, 2006 6:50 AM
To:
seaint(--nospam--at)seaint.org
Subject: RE: Wall loading to exist. slab

 

It’s vertical, I wasn’t very clear on that.  Also, It is a partition wall that wasn’t intended to be a bearing wall, but if the joists bear on it, it will assume some load, and that is the max load it would assume vertically.  The shear load to the wall is 216 plf and that is a wind load.

Joe

 

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

jgrill(--nospam--at)swiaz.com

 

-----Original Message-----
From: Mark E. Deardorff [mailto:mdeardorff(--nospam--at)burkett-wong.com]
Sent: Thursday, March 16, 2006 4:19 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: Wall loading to exist. slab

 

Is that 780 plf vertical or horizontal in the plane of the wall?

 

Mark E. Deardorff, Structural Engineer
Burkett & Wong
San Diego, CA


From: Joe Grill [mailto:jgrill(--nospam--at)swiaz.com]
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?

Thanks,

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

jgrill(--nospam--at)swiaz.com