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Re: Re Tilt-up panel design

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Sharon

Yes, it is in South Carolina (technically requires 1994 SBC).

Mike

sharonb(--nospam--at)slarchitects.com wrote:

> Is this for seismic zone 2A?
>
> > -----Original Message-----
> > From: HBAP(--nospam--at)aol.com [SMTP:HBAP(--nospam--at)aol.com]
> > Sent: Thursday, June 08, 2000 1:46 PM
> > To:   seaint(--nospam--at)seaint.org
> > Subject:      Re Tilt-up panel design
> >
> > Mike:  Suggest you re-check your input on Enercalc's tilt-up program. I
> > ran
> > it, making some assumptions re your loading conditions, and came up with
> > #5 @
> > 8" for the 7-1/4" by 31' high panels. For your 37' panels I would use
> > 9-1/4"
> > panels, giving an h/t of 48. For that, and based on my assumptions, I get
> > #6
> > @ 8". A trick on this close spacing is to stagger the vertcial bars (such
> > as
> > using 30' long bars) so that at top and bottom the spacing is 16" oc.--
> > saves
> > a little steel. Remember to check deflection restrictions (h/150). For
> > horizontal reinforcing see UBC '97 1914.3.8. I have used reinforcing on
> > both
> > faces but for your case I would probably avoid it, and 7-1/4" is too thin
> > for
> > a 37' panel. Seems like you've got the right approach for jamb
> > reinforcing,
> > using bars each face. With your "limited experience with tilt-up" I
> > suggest
> > you have an experienced colleague review your design.
> > Hugh Brooks.
> >
>