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Re: Sloshing[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Re: Sloshing
- From: "Jim Lutz" <Jim.Lutz(--nospam--at)bhcconsultants.com>
- Date: Tue, 27 Feb 2007 08:44:24 -0800
Title: Re: Sloshing
I wouldn’t think you would normally be too concerned about sloshing effects for something like a swimming pool, particularly if it’s a typical in-ground installation. If it is inside a building, that’s another matter. If you wanted to prevent spillage from a sloshing wave in an earthquake, the freeboard requirement might put the water level enough below the deck that your client would be unhappy with the loss of function and appearance. The magnitude of the wave will also depend on the ground motion you are dealing with, and if you are talking about something like a swimming pool on top of a building, the amplification effects of the structure.
You should always check for dynamic effects and the increased water pressure for safety, but you will probably find that service level stresses and crack control requirements govern the design. For cisterns with lids, I would definitely go through the exercise of computing the sloshing wave height and making sure you have adequate freeboard. The usual design formulas are predicated on a free water surface. As soon as a sloshing wave contacts the roof of a tank, the assumption is no longer valid, and you have a trapped momentum problem that can lead to sizable increases in seismic base shear, pressure surcharges and vacuums in the tank.
I would second Bill Sherman’s remarks about the applicability of ACI 350.
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