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Re: Seismic tank design

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Check the latest ASCE 7-05 section 15.7 which gives you guidance in sliding
check.

Also API 650 (for oil tanks) and AWWA (for water storage) provide similar
guidance in seismic evaluation of tanks and foundation design.

Flexible coupling might need to be used to connect the pipes which has been
a major reason for content failure during an earthquake.

If the overturning requires anchorage (the above documents provide formula
in calculating them), then a ringwall might be required at the perimeter of
the tank.

- Aswin
------------------------------------
Aswin Rangswamy, P.E.
Los Angeles, California
------------------------------------ 
----- Original Message ----- 
From: "David Merrick" <MRKGP(--nospam--at)winfirst.com>
To: "SEAINT" <seaint(--nospam--at)seaint.org>
Sent: Tuesday, April 11, 2006 1:27 PM
Subject: Seismic tank design


> I am reviewing a pipe line that connects, at the base, tanks of 24 feet
> dia and 16 feet high.
> The designer reports a seismic 1.3" uplift.
> The steel tank shell  and steel floor plate sit on 6" of 3/4"max well
> graded rock over a "compacted fill pad" The soils are clays in a flood
> plane.
> The analysis does not check soil bearing and shear. There is no estimate
> of lateral sliding.
>
> I am concerned that the soils are assumed to have a 2500 psf capacity
> for the central roof column footing.
>
> Should the movement at the tank to pipe include not only a factored
> uplift but also some sliding?
>
> Should not have the tank foundation been checked for overturning bearing?
>
>
> -- 
> David B. Merrick, Structural Engineer
>
>
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