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I spoke to several colleagues (Lockwood Greene and Kalman Flooring) about
"shatter theory".  Everyone drew a blank.

I would be curious as to the exact reference.

You can put down 150 ft of slabs without joints, but you need to use the
principles of "continuous reinforced" slabs and drag theory.  The steel
ratios are higher than the 0.5% and should be at about 0.6%, 0.8%, or even
1.0%.  The basic principle is to:
1. Eliminate restraints by expansion joints at the columns, and pocket
formers for the dowels at the joints. (It is also a good idea to armor the
joint edges in the traffic aisles)
2. Provide a slip plane between the concrete slab and subgrade
3. Calculate the expected crack width relative to the acceptance criteria
(be conservative 10 to 15 mils are generally O.K.)

Generally it is less expensive to use shrinkage compensating concrete with
less rebar.

Harold Sprague
The Neenan Company

-----Original Message-----
From: BSD [mailto:bsd(--nospam--at)]
Sent: Thursday, November 05, 1998 4:56 PM
To: seaint(--nospam--at)


I am designing a warehouse slab supporting racks with a Defined Traffic
Floor and racks.

The lift truck requires isles without shrinkage joints.  There the slab
panels will be 15'x150' without any joints

i ran across a reference referring to designing the slab panel utilizing
shatter theory, which requires 1/2% steel 
ratio and will limit expected cracking to "micro-cracking" which is
acceptable for the lift-truck electronics.

I have designed rack slabs per PCI, WRI and slab drag theory but i haven't
previously heard of "shatter theory"

Does anyone no of a reference where I can find any information or other

thanks in advance