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RE: frost heave

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Here here. See The Journal of Light Construction, September 1996 article Frost-Protected Shallow Foundations for further details.
Michel
Breiholz Qazi Engineering

At 03:05 PM 10/13/2003 -0800, Scott, William N. wrote:

Pat,

Use a frost protected foundation by extending the insulation down the
foundation wall. Heat from the houses will prevent frost under the
foundations.

-----Original Message-----
From: Pat Clark [mailto:bcinc(--nospam--at)nanosecond.com]
Sent: Monday, October 13, 2003 3:03 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: frost heave


The project consists of two story light framed wood residences.  P.T.
slabs are being used to combat the differential soil fills common in the
project.

Patrick Clark, P.E.
Building Concepts, Inc.
1228 Pep Circle
Gardnerville, NV 89410
(775) 782-8886 x22
(775) 782-8833 fax


-----Original Message-----
From: Scott, William N. [mailto:William.Scott(--nospam--at)veco.com]
Sent: Monday, October 13, 2003 2:34 PM
To: 'seaint(--nospam--at)seaint.org'
Subject: RE: frost heave


Pat,

Frost heave forces are extremely large and will exceed the dead weight
of your slab. The slab will move if ice lenses form under it.

You do not say what the slab supports. If the slab is exposed to
freezing temperatures you could use non-frost susceptible gravel (Fines
< 3 to 5%) to the seasonal frost depth. You may also reduce the frost
depth by placing closed-cell polystyrene insulation the slab. Use the
insulation if the slab support a freezer.

Bill

-----Original Message-----
From: Pat Clark [mailto:bcinc(--nospam--at)nanosecond.com]
Sent: Monday, October 13, 2003 12:56 PM
To: seaint(--nospam--at)seaint.org
Subject: frost heave


I am looking for any references or input on designing a p.t. slab in an
area that typically requires frost protection down to 24".  I am
wondering if the slab could be designed to resist the heaving forces
from the possible frost lenses.  And if so, what sort of criteria could
we design the slab for to approximate those loads?

I am designing the structure, and consulting with a p.t. engineer out of
Ca, so they do not have any idea of what those loads would need to be.

Any recommendations would be most welcome.



<?xml:namespace prefix = o ns =
"urn:schemas-microsoft-com:office:office" />


Patrick Clark, P.E.

Building Concepts, Inc.

<?xml:namespace prefix = st1 ns =
"urn:schemas-microsoft-com:office:smarttags" />1228 Pep Circle

Gardnerville, NV 89410

(775) 782-8886 x22

(775) 782-8833 fax





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