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RE: Tolerable Slab Design

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Thank you for all the suggestions of talking to the geotech.  But as you see
from my original post, it was the geotech who put in this requirement
"design the slab to tolerate potential upward slab movement on the order of
about 2 inches of active swell".  I did talk to him, it did no good.  I
guess he really didn't know what he was specifying, but how do you convince
a guy who always puts this kind of statement in his report and never gets
questioned on it.  He requests 5-6 feet of soil below the slab to be removed
and replaced with select fill.  He requests the slab be a waffle ribbed
slab.  Then he also put in the 2 inch tolerable design requirement.  I never
heard of a requirement like that.  I was just trying to see if this was
something I missed in the last 20 years.  I couldn't find an ACI or PCA
design recommendation for this :o)

Rich


-----Original Message-----
From: smithegr(--nospam--at)bellsouth.net [mailto:smithegr(--nospam--at)bellsouth.net] 
Sent: Wednesday, September 28, 2005 1:25 PM
To: seaint(--nospam--at)seaint.org
Subject: Re: Tolerable Slab Design

Rich,

    Your geotech should give you some recommendations for soil preparation 
to limit this movement to a more tolerable amount, typically 1" or less. 
This may be through excavation and replacement with select fill or by 
moisture or chemical conditioning or some combination of both.

Brian K. Smith, P.E.


----- Original Message ----- 
From: "seaint03" <seaint03(--nospam--at)lewisengineering.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Wednesday, September 28, 2005 12:23 PM
Subject: Tolerable Slab Design


>I received a geotechnical report to review for a foundation design for a 
>pre-
> engineered metal building.  It is a warehouse type building with lots of
> open spaces.
>
> The building is located on expansive soil.  One of the items in the report
> states to "design the slab to tolerate potential upward slab movement on 
> the
> order of about 2 inches of active swell".  I don't recall ever seeing a
> design procedure for designing a slab on grade to accommodate upward slab
> movement of any amount.  IS there some design procedure I am not aware of?
> Can anyone cite a reference I can research to help understand it?
>
> What are others commonly doing to design a warehouse type slab, large open
> spaces, for upward movements?  My thoughts are frequent shrinkage and
> construction joints to isolate slab panels and facilitate replacement if
> needed.
>
> Thanks for any insight.
>
> Rich
>
>
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