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Re: Residential Garage (Help!)

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15.1.2 is "for a load applied at the 1/4 point". I have a hard time
imagining significant distribution when the load is close to the
support.
Chuck

Randy Vogelgesang wrote:

> Sorry, I should have said NDS 15.1.  15.1.1 adresses
> the moment and 15.1.2 adresses shear.
> Randy
>
> --- chuckuc <chuckuc(--nospam--at)pacbell.net> wrote:
> > It doesn't look like this addresses the shear issue.
> > The NDS procedure
> > (& Scott's test?) is for moment distribution.
> > Unless the tests use the crappiest allowable framing
> > lumber with the
> > defects and load strategically located to maximize
> > the shear problem
> > they don't deal with the design case that typically
> > sizes these
> > members-shear in the joist.
> > Chuck Utzman,P.E.
> >
> > Randy Vogelgesang wrote:
> >
> > > I sent this yesterday but for some reason it did
> > not
> > > go through, one more try.
> > >
> > > Get a copy of APA report #139 that describes
> > concrete
> > > over plywood supporting wheel loads.  3/4" ply
> > with 3"
> > > of concrete will span 16" with a 2000# wheel load.
> > The
> > > report also discusses the tire contact area and
> > how
> > > the compressed tires performed.
> > >
> > > Then distrbute the wheel load to the joists using
> > NDS
> > > 15.1.1 (this is basically the same as Caltrans/
> > > AASHTO).  I perfer a spacing of 12" which results
> > in
> > > (4) joists using the S/4 factor.
> > >
> > > Randy
> > >
> > > P.S. Using this method Scott's perscription of
> > 2x12's
> > > @12"oc works just fine for a 12'span.
> > >
> > > --- ASQENGG2(--nospam--at)aol.com wrote:
> > > > I need your help!  I am designing wooden joists
> > to
> > > > carry residential garage. Based on UBC 1607.3.3,
> > the
> > > > floor system shall be designed for concentrated
> > load
> > > > of 2000 lbs. on an area of 20 sq.inches without
> > > > uniform live load.  With a span of 7 ft., I came
> > up
> > > > with a size of 4x10. But the architect wants me
> > to
> > > > use maximum size of 2x12. Can I still reduce the
> > > > 2000 lbs. load? Can I also use load duration
> > factor
> > > > for Impact of 2.0 instead of occupancy load of
> > 1.0 ?
> > > >
> > > > Thanks in advance,
> > > >
> > > > ASQ
> > > >
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