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RE: UBC97 treatment of Elevated Water towers

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Thank you very much, Rick, James, all

you have made  convincing arguments. I am glad to let you know that I found the information very helpful and I am going to use Eq. 34-2, without hesitations.


Ashuraim

---------- Original Message ----------------------------------
From: "Lutz, James" <James.Lutz(--nospam--at)earthtech.com>
Reply-To: <seaint(--nospam--at)seaint.org>
Date:  Wed, 19 Mar 2003 15:23:23 -0800

>I think section 1634.5 paragraph 3 permits you to use AWWA D100 as a design
>standard as long as the base shear and overturning moments are no less than
>80% of what you would get using equation (34-2). Maybe that would serve your
>purpose. You can't mix and match, though. If you use AWWA design standards
>for force calculation, you also have to use their allowable stresses. 
>
>-----Original Message-----
>From: ASHURAIM [mailto:ASHURAIM(--nospam--at)fulbrightweb.org]
>Sent: Wednesday, March 19, 2003 3:16 PM
>To: seaint(--nospam--at)seaint.org
>Subject: UBC97 treatment of Elevated Water towers
>
>
>Hello,
>
>I am involved in a design review of an elevated water tower and would
>appreciate your input on this issue.
>The main issue is whether section 1634-5 of  the UBC97 is applicable to
>designing elevated water towers, where Eq. 34-2 produces a large value for
>the base shear.
>
>Here is the geometrical data:
>
>Shape: truncated cone with bottom radius of 6.5 m, upper radius 13 m, height
>20 m.
>
> Supporting system:  the tank is supported on four columns, having height of
>60 m.
>
>Other structural elements: above the tank, there is two circular floors.
>
>Total height from the foundation level is 91 m ( 287 feet).
>
>Seismic zone 1
>
>Thanks
>                 
>
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