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RE: Re Tilt-up panel design

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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.
>