Location

St. Louis, Missouri

Session Start Date

6-1-1993

Abstract

The damage of the Draganesti earth dam on lower sector of the Olt river due to foundation liquefaction during 30th May 1990, 0.12 g in site maximum acceleration, Vrancea earthquake is described. The dam is up to 20 m maximum height and border cross-wise and laterally the reservoir with 12.6 km length of the low head hydroelectric power station. The damage consisting of a large slide with about 60 m length at the dam downstream face and some cracks and lift-up of the reinforced concrete slabs at the corresponding upstream toe zone was placed in a zone where any special technology for increasing the relative density of the foundation loose sand layer was not applied. The natural relative density of the above mentioned layer having 1.20…7.00 m thickness was Dr =0.15…0.30, but it was increased up to 0.55…0.65 by vibrated-compacted gravel microcolumns technology, that was applied for over 80 % of dam foundation area. A comprehensive seismic backanalysis is performed in order to explain the damage mechanism.

Department(s)

Civil, Architectural and Environmental Engineering

Appears In

International Conference on Case Histories in Geotechnical Engineering

Meeting Name

Third Conference

Publisher

University of Missouri--Rolla

Publication Date

6-1-1993

Document Version

Final Version

Rights

© 1993 University of Missouri--Rolla, All rights reserved.

Document Type

Article - Conference proceedings

File Type

text

Language

English

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Jun 1st, 12:00 AM

Comments Upon an Earth Dam Severely Damaged by Foundation Liquefaction

St. Louis, Missouri

The damage of the Draganesti earth dam on lower sector of the Olt river due to foundation liquefaction during 30th May 1990, 0.12 g in site maximum acceleration, Vrancea earthquake is described. The dam is up to 20 m maximum height and border cross-wise and laterally the reservoir with 12.6 km length of the low head hydroelectric power station. The damage consisting of a large slide with about 60 m length at the dam downstream face and some cracks and lift-up of the reinforced concrete slabs at the corresponding upstream toe zone was placed in a zone where any special technology for increasing the relative density of the foundation loose sand layer was not applied. The natural relative density of the above mentioned layer having 1.20…7.00 m thickness was Dr =0.15…0.30, but it was increased up to 0.55…0.65 by vibrated-compacted gravel microcolumns technology, that was applied for over 80 % of dam foundation area. A comprehensive seismic backanalysis is performed in order to explain the damage mechanism.