Date
11 May 1984, 8:00 am - 10:30 am
Abstract
This paper discusses the behaviour (settlement, high foundation pore pressure, horizontal displacement and seepage) of two dykes founded on a thick clay deposit, since their completion in December, 1958 to date. In the first case, coarse and fine sand layers successively cover an over sixty meters thick clay deposit; in the second case, an eight to thirty meters thick clay layer is underlain by a heterogeneous granular deposit. Foundation treatments including problems encountered during the foundation works are discussed. Results of static and pseudo-static analyses carried out using the measured high pore pressures are compared with the factors of safety obtained during design. General conditions of the dykes together with the remedial works carried out to repair the upstream slope protection of dyke No. 1 are reviewed. The factors leading to the disintegration of the downstream rip-rap of dyke No.2 areal so discussed.
Department(s)
Civil, Architectural and Environmental Engineering
Meeting Name
1st Conference of the International Conference on Case Histories in Geotechnical Engineering
Publisher
University of Missouri--Rolla
Document Version
Final Version
Rights
© 1984 University of Missouri--Rolla, All rights reserved.
Creative Commons Licensing
This work is licensed under a Creative Commons Attribution-Noncommercial-No Derivative Works 4.0 License.
Document Type
Article - Conference proceedings
File Type
text
Language
English
Recommended Citation
Akber, S. Z., "Dykes on Clay Foundation at Bersimis 2" (1984). International Conference on Case Histories in Geotechnical Engineering. 15.
https://scholarsmine.mst.edu/icchge/1icchge/1icchge-theme9/15
Dykes on Clay Foundation at Bersimis 2
This paper discusses the behaviour (settlement, high foundation pore pressure, horizontal displacement and seepage) of two dykes founded on a thick clay deposit, since their completion in December, 1958 to date. In the first case, coarse and fine sand layers successively cover an over sixty meters thick clay deposit; in the second case, an eight to thirty meters thick clay layer is underlain by a heterogeneous granular deposit. Foundation treatments including problems encountered during the foundation works are discussed. Results of static and pseudo-static analyses carried out using the measured high pore pressures are compared with the factors of safety obtained during design. General conditions of the dykes together with the remedial works carried out to repair the upstream slope protection of dyke No. 1 are reviewed. The factors leading to the disintegration of the downstream rip-rap of dyke No.2 areal so discussed.
