] [Thread] [Date] [Author]

[Paul Blomberg <blomberg_az(--nospam--at)yahoo.com>]

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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