Arch Dams: Designing and Monitoring for Safety by Jose O. Pedro

By Jose O. Pedro

The current quantity presents a complete knowing of the trendy standards, versions and techniques of research of arch dams, for regular operation stipulations and below remarkable a lot. this knowledge is necessary for all these excited by the review of the behaviour and of arch dams and different huge buildings, both for layout or tracking purpose.

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Additional info for Arch Dams: Designing and Monitoring for Safety

Sample text

The above list of incidents shows that the most frequent causes of deterioration concerning the dam body of arch or multiple arch dams are, on one side, environmental actions (particularly aggressive waters, freezing and thawing) and structural deficiencies (lack of strength and swelling) on the other side. The list above shows also that, as far as the deterioration of the dam body is concerned, arch dams are more reliable than multiple arch dams. Indeed, the number of incidents reported for arch dams ( 61) is about twice the one for multiple arch dams (31 ), whereas the number of arch dams is about seven to eight times higher than the one for multiple arch dams.

5m Fig. 22 - Alto Ceira dam. O. fino, Main di Sauris, and Turrite di Gallicano (Italy), Ayakita, Kamishiiba, Kurobe, Nagawado, Naramata, and Tonoyama (Japan), Odeaxere (Portugal), Paltinul Doftana and Vidraru-Anges (Romania), Susqueda (Spain), Ceres (South Africa), Big Santa Anita, Big Tjunga, Brush Creek, Hoover, and Pacoima (USA), and Kariba (Zimbabwe-Zambia) arch dams; -the Grandaval (France) and Honen-Ike (Japan) multiple arch dams. No accident and only small incidents have been reported for arch dams affected by strong earthquakes.

Therefore, a study was made to evaluate the risk associated with an eventual sliding along horizontal joints on the right bank due to an increase of water pressure. This study included analyses of a geomechanical model, as well as ofjinite element models (Ferreira 1983, Azevedo et al1988, Pina et al1991, Pina and Costa 1993) (Fig. 20). It was concluded that the risk of a sliding in the foundation is small, since a sliding would only occur for extremely unfavourable values of the angle of internal friction and of the uplift.

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