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RE: slabs on grade...

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That's why I never use mesh. I use #3 or #4 bars at 18" oc. Plenty of room
for a foot, even a clown's foot!

Mark E. Deardorff, SE 
R & S Tavares Associates, Inc
9815 Carroll Canyon Road
Suite 206
San Diego, CA 92131
Phone: 858-444-3344
Phone: 209-863-8928
mark(--nospam--at)rstavares.com
www.rstavares.com

 

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> -----Original Message-----
> From: Richard L. Hess [mailto:RLHess(--nospam--at)HessEng.com] 
> Sent: Tuesday, October 30, 2007 9:58 AM
> To: seaint(--nospam--at)seaint.org
> Subject: RE: slabs on grade...
> 
> Mark,
> How much do you think the average concrete contractor weighs? 
>  This brings to mind the sketch that Bob Tobin has used in 
> his seminar talks for many years at SEAOSC which shows the 
> contractor standing on the mesh with a mesh hook in each hand 
> pulling the mesh (and himself) up supposedly into the middle 
> of the slab.  If chairs or dobies are used, the mesh 
> obviously cannot span between them when someone stands on it. 
>  Of course this all happens during the pour when the mesh is 
> covered by concrete and the inspector is looking the other way.
> Richard Hess SE
> 
> -----Original Message-----
> From: Mark L. Puccio [mailto:mpuccio(--nospam--at)mpsqrd.com]
> Sent: Tuesday, October 30, 2007 6:38 AM
> To: seaint(--nospam--at)seaint.org
> Subject: RE: slabs on grade...
> 
> 
> I have never read a minimum requirement but, I have been specifying
> 6x6xW2.9xW2.9 for the last couple of years because I was told 
> you can walk on this better during construction without it 
> all ending up on the bottom.
> 
> If I might add to the line of questioning...
> 
> ACI 302.1R recommends that wwr should be discontinuous thru 
> joints, it also states partial discontinuance to maintain 
> some load transfer capacity. I have used a detail that calls 
> for every-other wire to be cut at joints.
> Never got a complaint but is this reasonable?  I am wondering 
> what many of you do for the joints in slabs with WWR 
> especially if you have a PEMB FDN with hairpins.
> 
> Mark
> 
> 
> From: "Scott Maxwell" <smaxwell(--nospam--at)umich.edu>
> To: <seaint(--nospam--at)seaint.org>
> Subject: RE: slabs on grade...
> 
> This is a multi-part message in MIME format.
> 
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> 
> David,
> =20
> I am not aware of any code required minimum reinforcement 
> requirement = for slabs on grade in the US.  The IBC does 
> require a minimum of 3.5" slab = in section 1911, but places 
> no requirements on reinforcement.  Many people = use the 
> minimum slab reinforcement ratios from ACI 318, but ACI 318 = 
> specifically states that it does NOT apply to slabs on grade. 
>  As pointed out, the = ACI documents for SOGs are ACI 302 and 
> 360, but neither are "mandatory"
> documents, but rather guides or recommendations.  I don't 
> recall off the = top of my head if they offer recommendations 
> on minimum reinforcement, but = even if they did those 
> recommendations have no force of law.  If you really = want 
> to know, then say that word and I will dig them up and see if 
> I can = refresh my memory.
> =20
> Regards,
> =20
> Scott
> Adrian, MI
> 
> 
> 
> 
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