A statistical review of the behaviour of concrete-face rockfill dams based on case histories

Wen, Lifeng; Jaturapitakkul, Chai; Xu, Zengguang; Qin, Yuan; Li, Y.

doi:10.1680/jgeot.17.p.095

Cited by 53 publications

(23 citation statements)

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“…In solving the problems of rational placement of measuring systems on the dam used statistical methods of analysis of the results of field studies, diagnosis and reliability [13][14][15][16].…”

Section: Methodsmentioning

confidence: 99%

Rational placement of measuring systems in high dams

Shainyan¹

2019

E3S Web Conf.

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To solve the problem of rational placement of measuring systems in concrete dams, the experience of full-scale observations of horizontal displacements and stresses in the body of the arch dam of Inguri HPP (Georgia) was used with the use of statistical processing of the results of observations and the Barlow-Hunter-Proshan mathematical model. The type of the law of distribution of horizontal displacements and arch stresses was established by analyzing the histograms of these measured indicators of the static state of the structure. It is established that the change of horizontal displacements along the dam height is well described by the one-sided normal distribution law, and the arch stresses in the controlled alignment - by the normal distribution law. The laws of distribution of random variables are established. Using the Barlow-Hunter-Proshan mathematical model enabled the use of economic criteria on the basis of the frequency characteristics of the indicators of trouble-free operation of the construction and obtain the recurrence relation for the sequence of coordinate points of the measuring systems. The results of calculations of the coordinates of the recommended location of straight plumb lines in the center console and tensometric rosettes in the measuring range of the Ingur dam at the level of 210 m for a rational placement scheme are presented. The calculation showed that the number of measuring systems installed in the body of the Ingur dam exceeds the optimum value.

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Section: Methodsmentioning

confidence: 99%

Rational placement of measuring systems in high dams

Shainyan¹

2019

E3S Web Conf.

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“…After the generation procedure, 537 rockfill particles and 8672 subparticles were generated in the rockfill pavement model. e density of the rockfill particle was 2720 kg/m 3 . ese particles were dropped under gravity with a local friction 0.50, and the initial porosity of the rockfill model was 0.195. e gravity was set to be 9.81 m/s 2 .…”

Section: Discrete Model Based On the Field Experiments In Casementioning

confidence: 99%

“…Concrete-Faced Rockfill Dams (CFRDs) have been a popular dam type in hydropower engineering throughout the world since they are characterized by favorable adaptability of the dam foundation, full utilization of local materials and building-excavated materials, low construction cost, and low cement consumption [1,2]. CFRDs are currently being developed from a 200 m high level to a 300 m high level in China [3]. Large dam height can lead to poor performance, such as large settlements, severe cracking, and excessive leakage [4].…”

Section: Introductionmentioning

confidence: 99%

“…e compaction quality of field rockfill under vibratory roller compaction depends closely on the compaction parameters, such as roller mass, excitation force magnitude, frequency, roller passes, and pavement thickness (Zhong et al) [6]. However, these parameters are usually determined by experience or field experiments rather than by theories [3,5], and the reason is that the dynamic behavior of field rockfills under vibratory roller compaction has not been explored systematically yet. A better understanding of the dynamic response of rockfills under vibratory roller compaction will help control the compaction quality effectively and economically and, more importantly, provide scientific support for the design and construction of high CFRDs.…”

Section: Introductionmentioning

confidence: 99%

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Discrete Simulation of Vibratory Roller Compaction of Field Rockfills

Cheng-xue

2021

Shock and Vibration

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Vibratory roller compaction is a well-known method in improving the mechanical properties of field rockfills. However, the meso mechanism of rockfill densification under vibratory roller compaction has not been understood clearly. This paper presents a discrete numerical method to simulate the vibratory roller compaction of field rockfills. Firstly, rockfill particles were modeled by irregular and stochastic clusters, which can be breakable. In addition, the segregation of field rockfills was replicated in a practical manner. Then, a new model of the vibratory roller was presented, in which the frame inertia was considered. Finally, the developed method was applied to simulate the vibratory roller compaction of field rockfills in the Shui Buya Project. Results show that (1) the numerical simulations of vibratory roller compaction of field rockfills agree well with the field experiments; thus, the feasibility and rationality of the developed simulation method are verified; (2) the dynamic response of field rockfills under vibratory roller compaction can be predicted by the presented numerical method with calibrated model and parameters; (3) the new roller model with frame inertia considered is much more accurate than the roller models in early studies. Thus, the developed discrete numerical method can be further adopted to explore the meso mechanism of rockfill densification under vibratory roller compaction in the future.

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“…That is, the final deformation of the face slab mainly depends on the physical and mechanical properties of the supporting rock fill. [3][4][5] Therefore, compared with the rock fill with strong nonlinear characteristic and lower stiffness, the face slab made of concrete can be approximately regarded as an elastic structure and modeled by an elastic model. This assumption is commonly used in the current static analysis of the CFRDs, such as Xu et al, 41 Kong et al, 38 Kan et al, 42 and Saberi et al 39 Second, the aim of this paper is to study the deformation characteristics of the CFRD under long-term operational conditions.…”

Section: Concrete Face Slabmentioning

confidence: 99%

Prediction and numerical simulation of the face‐slab extrusion damage of Dashixia concrete faced rock‐fill dam

Zhu

Ning

Wang³

2020

Num Anal Meth Geomechanics

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One of the core issues affecting the safety of high concrete faced rock-fill dams (CFRDs) is the extrusion damage of the concrete face slabs. In this paper, the causes of the face-slab extrusion damage under long-term operational conditions are studied. It is found that not only the creep behavior of the dam materials but also the circulating water load in the reservoir is responsible for the uneven deformation of the dam that induces the extrusion damage of the face slabs. The possibility of the potential extrusion damage of the face slab of the Dashixia dam, which is now under construction in Xinjiang, China, is further predicted by means of a three-dimensional finite element analysis (FEA). In the FEA, a unified generalized plasticity model that can reflect the volumetric contraction property during the unloading phase of coarse-grained materials is adopted to overcome the shortcomings of previous studies where the effects of the circulating water load are neglected because of model limitations. Then, combined with an incremental creep model, the long-term operational characteristics of the Dashixia dam are predicted and thoroughly discussed. Moreover, a submodel of the face slab is developed and introduced in the analysis to simulate the compressive stress along the thickness of the face slab. According to the results, it can be concluded that extrusion damage of the face slab of the Dashixia dam may occur under the current design conditions, and it is recommended to take some engineering measures to strengthen the slab. K E Y W O R D S face-slab extrusion damage, high concrete faced rock-fill dam, long-term characteristics 1 INTRODUCTION Recently, concrete-faced rock-fill dams (CFRDs) have rapidly developed worldwide because of their good economic efficiency. Historically, most CFRDs have been designed according to similar engineering experience, 1,2 and there have been some cases of extrusion damage of the face slabs, such as that of the Barra Grande dam and Campos Novos dam (in Brazil), and Tianshengqiao-I and Shuibuya (in China), as seen in Figure 1. It is worth noting that the extrusion damage always occurred within a narrow width range between the slabs near the riverbed, along the compression joint, and in the top area of the slabs. Previous researchers investigated this phenomenon and revealed that the uneven deformation of the rock fill under long-term conditions is the fundamental reason for the extrusion damage of riverbed slabs. 3-5 Khosravi et al. 6 used a 668

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A statistical review of the behaviour of concrete-face rockfill dams based on case histories

Cited by 53 publications

References 58 publications

Rational placement of measuring systems in high dams

Rational placement of measuring systems in high dams

Discrete Simulation of Vibratory Roller Compaction of Field Rockfills

Prediction and numerical simulation of the face‐slab extrusion damage of Dashixia concrete faced rock‐fill dam

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