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RE: Garage load on composite deck + concrete
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 Subject: RE: Garage load on composite deck + concrete
 From: "Kevin Elbury" <kelbury(nospamat)elburydolan.com>
 Date: Fri, 30 Apr 2004 17:29:50 0700
The
Brits allow you to use an effective width being a parabolic curve from
support to support, with the maximum effective width being '0.6L+W' at
the midspan and 'W' at the support where 'W' is the width of the load (i.e. say
10" for a wheel)
For
points at a distance of 'X' from the support, the effective width is W +
2.4*X*(1  X/L). This makes sense, the farther you go out
into the span, the less stiffness you have and hence more lateral
distribution. I can't find anything about what minimum transverse moments
you would have to design for to achieve this though.
I am
skeptical that a 4" deck has sufficient transverse bending or shear capacity
(i.e. only 2" of concrete in this direction) and in fact, shear capacity will
likely govern as the wheel leaves the transverse support beams. I
think a thicker slab is in order. I've said this before in previous
posts on residential garage floors  what about the guy who backs his one
ton truck full of gravel onto *your* garage slab.
Kevin
Elbury From: John P. Riley [mailto:jpriley485(nospamat)peoplepc.com] Sent: Friday, April 30, 2004 1:24 PM To: seaint(nospamat)seaint.org Subject: RE: Garage load on composite deck + concrete JG:
Just shooting from
the hip here, but I think you can consider that the load is carried by a width
of slab 40% of the span. In other words, 0.4(6')= 2.4' in lieu of the 1'
wide section you mentioned. I don't remember where the 40% came from, but
I remember that I did something like that with cored slabs in the
past.
John
Riley

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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