Review of macro- and mesoscopic analysis on rockfill materials in high dams

Zhou, Wei; Ma, Gang; Liu, JiaYing; Chang, Xiaolin; Li, Shaolin; Xu, Kun

doi:10.1360/n092018-00279

Cited by 7 publications

(9 citation statements)

References 0 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…The deformation characteristics of rockfill materials are complex, and indoor tests are influenced by factors such as stress path limitations and size effects, resulting in parameters that often differ significantly from their actual parameters [9,10]. Therefore, obtaining the rheological parameters of dam materials through parameter inversion is the research object of many scholars [11,12].…”

Section: Introductionmentioning

confidence: 99%

Study on Impoundment Deformation Characteristics and Crack of High Core Rockfill Dam Based on Inversion Parameters

Pan,

Wu,

Wang

et al. 2024

Water

View full text Add to dashboard Cite

In the numerical simulation of earth-rock dam, accurate and reliable mechanical parameters of the dam material are the important basis for dam deformation predictions and dam safety evaluations. Based on the deformation monitoring data of Luding core wall rockfill dam, the rheological parameters of rockfill and core wall materials are inverted in this paper. Combined with the actual filling and impoundment process of the dam, the numerical simulation is carried out, and the stress deformation and differential settlement of the dam after completion and impoundment are analyzed. The results showed that the stress deformation results of the dam based on the inversion parameters were in good agreement with the actual deformation. The horizontal displacement, settlement, and principal stress of the dam during the completion period were symmetrically distributed along the core wall. The maximum horizontal displacement occurred at the main dam on both sides of the core wall and the upstream and downstream dam slopes, and the maximum settlement occurred in the middle of the core wall. During the impoundment period, under the action of reservoir water pressure and upstream rockfill wetting deformation, the deformation and stress of the dam body no longer met the symmetrical distribution law, and the maximum horizontal displacement of the dam body during the impoundment period was located at 2/3 of the upstream dam slope. The maximum settlement of the dam body was located at 1/2 of the dam height. The maximum principal stress on the upstream side of the core wall was located on the left side of the bottom of the core wall, and the minimum principal stress was also located on the left side of the bottom of the core wall. The simulation results of the deformation and stress met the general law of earth-rock dam engineering. During the completion period, the deformation inclination of the dam crest was less than 1%. During the impoundment period, the deformation inclination of the dam crest area increased due to the wetting deformation of the upstream rockfill material. At the same time, the deformation inclination of the dam crest axis was larger than that of the upstream and downstream sides, and the deformation inclination of the dam crest at the middle of the valley was the largest, but it did not exceed 3%, that is, there would be no longitudinal cracks, which is consistent with the actual situation. The research results can better predict the stress deformation and crack of the dam body, and provide important support for dam safety evaluations.

show abstract

Section: Introductionmentioning

confidence: 99%

Study on Impoundment Deformation Characteristics and Crack of High Core Rockfill Dam Based on Inversion Parameters

Pan,

Wu,

Wang

et al. 2024

Water

View full text Add to dashboard Cite

show abstract

“…Due to the dimension limitations of laboratory instruments, the original gradation of CGS needs to be scaled so as to determine its mechanical behavior [2]. However, no matter what adopted scale method is utilized, the inevitable scale effect is observed from test results [1,3]. This means that the test results for scaled CGS may not accurately reflect the actual properties of in situ CGS.…”

Section: Introductionmentioning

confidence: 99%

“…Unfortunately, it is difficult to carry out reliable and accurate full-scale field tests using the existing test technology. At present, research on the scale effect on the mechanical behavior of CGS is mainly investigated through numerical simulations as well as laboratory experiments [3]. However, previous studies' results regarding the mechanical properties of CGS caused by the scale-induced effect usually deduce significant differences and even contrary conclusions [5,6].…”

Section: Introductionmentioning

confidence: 99%

“…Nevertheless, there is still not a clear understanding of the scale-induced effect on shear strength when the sample preparation is conducted according to a standard with the same relative density [3]. For instance, Gupta et al [10], Li et al [11], and Kim et al [12] support that the internal friction angle ϕ increases with the improvement of d max .…”

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Experimental Studies of Scale Effect on the Shear Strength of Coarse-Grained Soil

Wang

et al. 2022

Applied Sciences

View full text Add to dashboard Cite

Shear strength is an essential index for the evaluation of soil stability. Test results of the shear strength of scaled coarse-grained soil (CGS for short) are usually not able to accurately reflect the actual properties and behaviors of in situ CGS due to the scale effect. Therefore, this study focuses on the influence of the scale effect on the shear strength of scaled CGS, which has an important theoretical significance and application for the strength estimation of CGS in high earth-rock dam engineering. According to previous studies, the main cause of the scale effect for scaled CGS is the variation of the gradation structure as well as the maximum particle size (dmax), in which the gradation structure as a characteristic parameter can be expressed by the gradation area (S). A total of 24 groups of test soil samples with different gradations were designed by changing the maximum particle size dmax and gradation area S. Direct shear tests were conducted in this study to quantitatively explore the effect of the gradation structure and the maximum particle size on the shear strength of CGS. Test results suggest that the shear strength indexes (i.e., the cohesion and internal friction angle) of CGS present an increasing trend with the improvement of the maximum particle size dmax, and thus a logarithmic function relationship among c, φ, and dmax is presented. Both cohesion (c) and internal friction angle (φ) are negatively related to the gradation area (S) in most cases. As a result, an empirical relationship between c, φ, and S is established based on the test results. Furthermore, a new prediction model of shear strength of CGS considering the scale effect is proposed, and the accuracy of this model is verified through the test results provided by relevant literature. Finally, the applicability of this model to different types of CGS is discussed.

show abstract

“…The discrete element method (DEM) has been widely utilized in the microscopic mechanism and engineering practice of granular materials due to its advantages, including simple basic assumptions and clear physical and mechanical relations [1][2][3]. For instance, the particle discrete element method (PDEM) has been extensively utilized in the microscopic mechanism, rolling compaction test, and structural deformation of the rockfill [4], a kind of granular material with high compaction, strong water permeability, and high shear strength [5]. Compared with other DEMs, PDEM adapts the disk or the ball as the basic unit to simulate various complex objects.…”

Section: Introductionmentioning

confidence: 99%

Calibration of Adjustment Coefficient of the Viscous Boundary in Particle Discrete Element Method Based on Water Cycle Algorithm

Gao²,

Cheng

et al. 2022

Water

View full text Add to dashboard Cite

The viscous boundary has a direct influence on the accuracy of structural dynamic response analysis, and the absorbing effect of the viscous boundary is controlled by the adjustment coefficient. Therefore, a calibration model of the viscous boundary’s adjustment coefficient based on the water cycle algorithm is established for the particle discrete element to improve the accuracy of dynamic response analysis. First, the traditional viscous boundary theory is utilized to realize the viscous boundary’s application method in the particle discrete element via programming. This avoids the reflection and superposition of seismic waves at the boundary and makes the structural dynamic response with the particle discrete element more real and accurate. Second, for the complex and time-consuming adjustment coefficients determination, a calibration model based on the water cycle algorithm and Latin hypercube sampling is established for the adjustment coefficients in the particle discrete element method. Finally, this calibration model is employed for the seismic response analysis of a rockfill slope, the maximum velocity of rock in this rockfill slope being about 1.30 times that of a seismic wave. Comparing the rockfill slope response with fixed and viscous boundaries, the calibration’s accuracy and the viscous boundary’s feasibility are demonstrated, further expanding the research and application of the particle discrete element method in dynamic response analysis.

show abstract

Review of macro- and mesoscopic analysis on rockfill materials in high dams

Cited by 7 publications

References 0 publications

Study on Impoundment Deformation Characteristics and Crack of High Core Rockfill Dam Based on Inversion Parameters

Study on Impoundment Deformation Characteristics and Crack of High Core Rockfill Dam Based on Inversion Parameters

Experimental Studies of Scale Effect on the Shear Strength of Coarse-Grained Soil

Calibration of Adjustment Coefficient of the Viscous Boundary in Particle Discrete Element Method Based on Water Cycle Algorithm

Contact Info

Product

Resources

About