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RE: thin structural slab design

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Bruce,

That is thin as others have pointed out, I am sure you are looking into how
that might affect your long term serviceability.

I assume you have already tried to make a larger capitol to increase your
shear area.  I could be wrong but don't think those will matter in the
architects clear height calc for whatever is below this flat plate. 

I hope someone who knows more about the possibility of counting on the
longitudinal bars for addition shear strength from dowel action, I haven't
seen it used over a column for punching shear but I have always been curious
if you could take any of that into account.  

Truitt



-----Original Message-----
From: Bruce Holcomb [mailto:bholcomb(--nospam--at)brpae.com] 
Sent: Friday, July 07, 2006 2:50 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: thin structural slab design

I'm trying to do this without beams... just 2-way slab bearing on
columns.  I'd have to add beams if I go to composite deck.

 
BDH
 

-----Original Message-----
From: refugio rochin [mailto:fugeeo(--nospam--at)gmail.com] 
Sent: Friday, July 07, 2006 4:46 PM
To: seaint(--nospam--at)seaint.org
Subject: Re: thin structural slab design

why not composite metal deck and slab.  will span 13'.



On 7/7/06, Bruce Holcomb <bholcomb(--nospam--at)brpae.com> wrote:
>
>
>
>
> I am designing a thin elevated slab for an entry area on a condo
project.
> The slab is six bays long (17' each) by one bay wide (13').  Due to
some
> restrictions on thickness, I started analyzing a 5" thick slab with
one mat
> of rebar bearing on 8" diameter concrete piers.  Punching shear is
giving me
> fits.  Is there any merit to simply adding some additional horizontal
rebar
> over the columns and calculating shear friction to resist the punching
> shear?  In a 5" slab and with the construction budget, hoops or stud
rails
> are probably not an option.
>
>
>
>
>
> Bruce D. Holcomb, PE, SE
>
> Butler, Rosenbury & Partners
>
> www.brpae.com
>
>

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