Numerical Analysis of Seepage for Concrete Face Rockfill Dam with Cracks Based on Block Equivalent Continuum Method

2021 ◽  
Author(s):  
Shan Gao ◽  
Junrui Chai ◽  
Jing Cao ◽  
Zengguang Xu ◽  
Yuan Qin ◽  
...  
Keyword(s):  
Numerical Analysis ◽  
Rockfill Dam ◽  
Concrete Face ◽  
Concrete Face Rockfill Dam ◽  
Equivalent Continuum

Monitoring and numerical analysis of behaviour of Miaojiaba concrete-face rockfill dam built on river gravel foundation in China

2017 ◽  
Vol 85 ◽  
pp. 230-248 ◽  
Author(s):  
Lifeng Wen ◽  
Junrui Chai ◽  
Zengguang Xu ◽  
Yuan Qin ◽  
Yanlong Li
Keyword(s):  
Numerical Analysis ◽  
Rockfill Dam ◽  
Concrete Face ◽  
Concrete Face Rockfill Dam

DISLOCATION OF FACE-SLABS OF ZIPINGPU CONCRETE FACE ROCKFILL DAM DURING WENCHUAN EARTHQUAKE

2012 ◽  
Vol 06 (02) ◽  
pp. 1250007 ◽  
Author(s):  
DEGAO ZOU ◽  
YANG ZHOU ◽  
HOE I. LING ◽  
XIANJING KONG ◽  
BIN XU
Keyword(s):  
Wenchuan Earthquake ◽  
Limit Equilibrium ◽  
Failure Surface ◽  
Ground Acceleration ◽  
Factors Affecting ◽  
2008 Wenchuan Earthquake ◽  
Rockfill Dam ◽  
Concrete Face ◽  
Concrete Face Rockfill Dam ◽  
Water Elevation

Zipingpu concrete face rockfill dam (CFRD) is one of the tallest dams that have ever been subjected to strong earthquake shaking and recorded damages. In this paper, finite element method and limit equilibrium method are used to determine the most critical failure surface for Zipingpu CFRD during the 2008 Wenchuan earthquake in China. The dislocation damage of the face-slab joint was then obtained from the sliding block analysis. The major factors affecting dislocation displacement of face-slabs were analyzed. The results showed that the rigid sliding block method is relevant for analyzing the damage of face-slabs of CFRD during earthquake. The peak ground acceleration had a significant influence on the dislocation. As the acceleration of the dam increases with the height while the strength of face-slab joints reduces, the dislocation could easily occur when the upstream slope of the dam started to slide. The water elevation had considerable impact on the dislocation of face-slabs during strong shaking. There might be no dislocation of face-slabs at full reservoir, and the water elevation just above construction joints would induce larger damage.

scholarly journals Shear Stress Analysis and Crack Prevention Measures for a Concrete-Face Rockfill Dam, Advanced Construction of a First-Stage Face Slab, and a First-Stage Face Slab in Advanced Reservoir Water Storage

2018 ◽  
Vol 2018 ◽  
pp. 1-10 ◽  
Author(s):  
Kongzhong Hu ◽  
Jiankang Chen ◽  
Dong Wang
Keyword(s):  
Shear Stress ◽  
Internal Stress ◽  
Water Storage ◽  
Water Levels ◽  
Power Station ◽  
Reservoir Water ◽  
Second Stage ◽  
Rockfill Dam ◽  
Concrete Face ◽  
Concrete Face Rockfill Dam

Due to the demand in flood season for power generation, the first-stage face slab of a high concrete-face rockfill dam often must be constructed ahead of schedule, and advanced water storage is needed for the reservoir. Since the dam-body filling has not yet been completed at this point, the internal stress of the first-stage face slab is more complicated than that of normal construction. Taking Buxi Power Station as an example, the first-stage face slab temporary construction seam showed large areas of shear stress damage during the rise in reservoir water levels during the second segment of the second construction stage. The concrete-face slab showed large-piece brittle bulging, and the steel rebar was exposed and developed contortional deformation. Based on the monitoring data for Buxi Power Station along with the first-stage fracture characteristics of Shuibuya concrete face, this paper applied a numerical analysis to conduct research on the causes of fracture mechanics. The results indicate that the cracks occurred on the face slab during the second segment of second-stage water storage primarily due to the advanced concrete pouring of the first-stage face slab; during the first stage of reservoir water storage, the internal stress of the first-stage face slab was not reduced or eliminated prior to second-stage face slab pouring. Thus, with the rise in the reservoir water level, the shear stress increased continuously, eventually leading to partial large-scale shear stress failure of the first-stage face slab. The research results provide important references for the design and construction of concrete-face rockfill dams.

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