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Re: Garage load on composite deck + concrete

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Paul,
I'll admit that I could distribute more than 1' for flexure, but the shear
was my biggest worry.  I don't think there will be much distribution for
shear when the 3K's (on 4.5"x4.5") is near the support.

Joe Grill


----- Original Message ----- 
From: "Paul Blomberg" <blomberg_az(--nospam--at)yahoo.com>
To: <seaint(--nospam--at)seaint.org>
Sent: Friday, April 30, 2004 4:08 PM
Subject: RE: Garage load on composite deck + concrete


> There are several aspects that are usually evaluated.
> +'ve moment, -'ve moment and shear are checked.  The
> SDI manual does give examples on distribution of the
> load when it is midspan (maximum +ve) and the
> effective beam width.  I've also seen the examples on
> some deck manufacturers web sites.
>
> If you don't want the -'ve moment cracks, need -'ve
> steel.  Be careful of shear, not very much load
> distribution when that tire just rolls off the
> support.
>
> This site has a fork lift and point load example that
> might be useful:
> http://www.njb-united.com/usd.htm#manuals
>
> Good luck.
> Paul.
> Phoenix, AZ
>
> --- Michael Bryson <mbryson(--nospam--at)NYASE.com> wrote:
> > Why did you assume a 1'-0" width? The concentrated
> > load will spread out
> > to some effective width of slab. As a rule of thumb
> > I usually assume a
> > width equal to 50% of the span for concentrated
> > loads on concrete slabs.
> > I think it would be reasonable to assume the same
> > thing here.
> >
> >
> >
> >
> >
> > -----Original Message-----
> > From: Joe Grill [mailto:jgrill(--nospam--at)swiaz.com]
> > Sent: Friday, April 30, 2004 10:16 AM
> > To: seaint(--nospam--at)seaint.org
> > Subject: Garage load on composite deck + concrete
> >
> >
> >
> > I was just presented a design (done by another) for
> > a 2" composite deck
> > with a concrete topping of 2" over the deck (4"
> > total).  The deck and
> > concrete system is supported by steel beams spaced
> > at 6' o.c..  This
> > design was for a residential garage.  I did
> > preliminary calculations
> > equating the moment from the allowable superimposed
> > uniform loads (from
> > the deck manufacturer) with the moment from a
> > concentrated load as
> > required by both the 2000 IBC (2000#) and the 2003
> > IBC (3000#) assuming
> > that the load will act on a 1' wide section.  I
> > found the deck system
> > will not work.  What do others of you do?  It looks
> > to me like the
> > concrete thickness will have to be increased to
> > where a reinforced slab
> > thickness above the deck will be adequate by itself
> > for flexure and
> > shear.  On the other hand, one of the manufacturers
> > I spoke with this
> > morning suggested getting a copy of the "Composite
> > Steel Deck Design
> > Handbook" by SDI.  Will that be of help in this
> > instance?   Of course
> > this is an ASAP thing as construction is continuing
> > and I don't have a
> > copy.
> >
> >
> >
> > Thanks,
> >
> > Joe Grill
> >
> >
> >
> >
>
>
>
>
>
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