Conclusions
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1.
The watertight and drainage elements of the concrete structures according to the results of on-site observations are operating rather effectively. A large part of the seepage head is reduced on the blanket and sheet piling parts of the underground contour. The residual heads behind the sheet piling under the powerhouse are close to the design.
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2.
The hydrostatic levels vary almost linearly with variations of the lower pool level. The hydrostatic levels in the backfill of the left-bank abutment due to the difference of geological conditions are 0.6–1.5 m higher than on the right-bank abutment.
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Literature cited
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S. I. Karlin and V. A. Shul'ga, “Results of on-site observations of the state of the structures at the Kanev hydroelectric station,” Gidrotekh. Stroit., No. 2 (1985).
S. G. Angeev, “Bermless damming of the Kanev hydroelectric station,” Gidrotekh. Stroit., No. 6 (1973).
A. A. Zaporozhets and A. I. Kuznetsov, “Hydrological conditions of damming the Dnepr at the site of the Kanev hydroelectric station,” Gidrotekh. Stroit., No. 6 (1973).
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Additional information
Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 7, pp. 47–52, July, 1986.
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Karlin, S.I. Seepage regime in the foundation of the Kanev hydroelectric station. Hydrotechnical Construction 20, 444–450 (1986). https://doi.org/10.1007/BF01432750
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DOI: https://doi.org/10.1007/BF01432750