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Frontiers of Structural and Civil Engineering

Front Arch Civil Eng Chin    2011, Vol. 5 Issue (1) : 79-89     https://doi.org/10.1007/s11709-010-0010-9
RESEARCH ARTICLE
Long-term behavior and safety assessment of Sance Rockfill Dam
Marta DOLEZALOVA(), Ivo HLADIK
Dolexpert-Geotechnika, Prague, Czech Republic
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Abstract

Safety assessment of the 62 m high Sance Rockfill Dam based on long-term monitoring results and their simulation by numerical models is presented in the paper. Unexpectedly large settlements and horizontal movements of the crest together with the steep downstream slope questioned the safety of the dam. Calibrated 2D and 3D models fitting the monitoring results were applied for the safety assessment of the dam including slope stability analysis and estimation of the clay core cracking and hydraulic fracturing hazard. The modeling results contributed to the rehabilitation concept and project of the dam.

Keywords rockfill dam      path dependence      creep      calibration      cracking      hydraulic fracturing hazard     
Corresponding Author(s): DOLEZALOVA Marta,Email:dolexpert@volny.cz, ivo.hladik@dolexpert.cz   
Issue Date: 05 March 2011
 Cite this article:   
Marta DOLEZALOVA,Ivo HLADIK. Long-term behavior and safety assessment of Sance Rockfill Dam[J]. Front Arch Civil Eng Chin, 2011, 5(1): 79-89.
 URL:  
http://journal.hep.com.cn/fsce/EN/10.1007/s11709-010-0010-9
http://journal.hep.com.cn/fsce/EN/Y2011/V5/I1/79
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Marta DOLEZALOVA
Ivo HLADIK
Fig.1  Sance drinking water reservoir-key source of drinking water for Moravian-Silesian region
Fig.2  2D model: comparison of measured and calculated settlements of Sance Dam at the end of construction
γ/(kN·m-3)νEp/MPaEunl/MPac’/kPaφ/(°)kx/(m·s-1)ky/(m·s-1)
sandstone26.20.204300430070043.05.0×10-61.0×10-8
upstream rockfill20.30.2020805043.05.0×10-35.0×10-3
downstream rockfill20.30.2015551043.05.0×10-35.0×10-3
upstream debris21.20.2530905040.02.7×10-62.7×10-6
downstream debris21.20.2521605040.02.7×10-62.7×10-6
clay core17.90.386185026.81.0×10-91.0×10-9
Tab.1  Material properties
Fig.3  2D model: comparison of measured and calculated displacements at the first filling of the reservoir from the altitude 462 m to 504.9 m above the sea level (mβEl.)
Fig.4  2D model: maximum shear strains and potential failure mechanisms of the dam at maximum reservoir level (smp1, smp2, smp4) and at rapid drawdown (smp3)
Fig.5  3D model (measuring point PB-61-85): comparison of measured and calculated displacements during reservoir operation at 502 m El. from 1972 to 2003, and prediction of displacements up to 2050
Fig.6  3D model: horizontal strain component and horizontal effective stress component in the longitudinal section of the clay core in 2003 and 2050. (a) in 2003; (b) in 2003; (c) in 2050; (d) in 2050
Fig.7  3D model: collapse settlement due to wetting and longitudinal cracking of the crest induced by rapid reservoir filling from 502 m up to the crest level 508 m a.s.l.
Fig.8  3D model: cross section of the clay core at the left abutment –βsafety factor against hydraulic fracturing hazard in the clay core in 2003 and 2050. (a) in 2003; (b) in 2050
Fig.9  3D model: stability assessment using strength reduction method, maximum shear strain at FSβ=β1.4 for critical loading stage in 2050, view from the downstream side
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