Numerical modelling of concentrated leak erosion during Hole Erosion Tests

Mercier, Florian; Bonelli, Stéphane; Golay, Frédéric; Anselmet, Fabien; Philippe, Pierre; Borghi, R.

doi:10.1007/s11440-014-0349-5

Cited by 15 publications

(4 citation statements)

References 19 publications

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“…The current studies broadly categorize internal erosion into four groups: (a) concentrated leak erosion; (b) backward erosion; (c) contact erosion; (d) suffusion. Concentrated leak erosion is the process of sweeping particles away from the side of the crack due to the effect of the seepage [3][4][5]. Backward erosion refers to the process of generating permeating channels from downstream to upstream due to the action of water flow in strong permeable layers [6][7][8].…”

Section: Introductionmentioning

confidence: 99%

Critical Hydraulic Gradient of Internal Erosion at the Soil–Structure Interface

et al. 2018

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Internal erosion at soil-structure interfaces is a dangerous failure pattern in earth-fill water-retaining structures. However, existing studies concentrate on the investigations of internal erosion by assuming homogeneous materials, while ignoring the vulnerable soil-structure-interface internal erosion in realistic cases. Therefore, orthogonal and single-factor tests are carried out with a newly designed apparatus to investigate the critical hydraulic gradient of internal erosion on soil-structure interfaces. The main conclusions can be draw as follows: (1) the impact order of the three factors is: degree of compaction > roughness > clay content; (2) the critical hydraulic gradient increases as the degree of compaction and clay content increases. This effect is found to be more obvious in the higher range of the degree of soil compaction and clay content. However, there exists an optimum interface roughness making the antiseepage strength at the interface reach a maximum;(3) the evolution of the interface internal erosion develops from inside to outside along the interface, and the soil particles at the interface flow as a whole; and (4) the critical hydraulic gradient of interface internal erosion is related to the shear strength at the interface and the severity and porosity of the soil.

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Section: Introductionmentioning

confidence: 99%

Critical Hydraulic Gradient of Internal Erosion at the Soil–Structure Interface

et al. 2018

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“…The commonly used criteria include the critical hydraulic head, the critical hydraulic gradient, the critical shear stress, and the critical seepage velocity. [ Wilhelm and Wilmański , ; Ojha et al ., ; Brivois et al ., ; El Shamy and Aydin , ; Sellmeijer et al ., ; Richards and Reddy , ; Chang and Zhang , ; Mercier et al ., ; Kimiaghalam et al ., ]. From a mechanics perspective, these criteria are mainly used to interpret the dragging capacity of flow water applied on particles.…”

Section: Simulation Of Bep Progressionmentioning

confidence: 99%

Numerical simulation of backward erosion piping in heterogeneous fields

Liang

Yeh

Wang

et al. 2017

Water Resources Research

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Backward erosion piping (BEP) is one of the major causes of seepage failures in levees. Seepage fields dictate the BEP behaviors and are influenced by the heterogeneity of soil properties. To investigate the effects of the heterogeneity on the seepage failures, we develop a numerical algorithm and conduct simulations to study BEP progressions in geologic media with spatially stochastic parameters. Specifically, the void ratio e, the hydraulic conductivity k, and the ratio of the particle contents r of the media are represented as the stochastic variables. They are characterized by means and variances, the spatial correlation structures, and the cross correlation between variables. Results of the simulations reveal that the heterogeneity accelerates the development of preferential flow paths, which profoundly increase the likelihood of seepage failures. To account for unknown heterogeneity, we define the probability of the seepage instability (PI) to evaluate the failure potential of a given site. Using Monte‐Carlo simulation (MCS), we demonstrate that the PI value is significantly influenced by the mean and the variance of ln k and its spatial correlation scales. But the other parameters, such as means and variances of e and r, and their cross correlation, have minor impacts. Based on PI analyses, we introduce a risk rating system to classify the field into different regions according to risk levels. This rating system is useful for seepage failures prevention and assists decision making when BEP occurs.

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“…where a is the constant and m represents the variable parameter subjected to fluid regime change (i.e., if the seepage flow regime is laminar, then m = 1; if the seepage flow regime is turbulent, then m = 2; and if between laminar and turbulent flow, then m = 1 ~2). Previous research results have verified the robustness of such two equations in describing non-Darcy flow [24][25][26][27][28]. However, none of them yielded a "universal" correlation due to the complexity of the soil structure and fluid regime [29][30][31][32].…”

Section: Introductionmentioning

confidence: 99%

Experimental Investigation of the Seepage-Induced Failure Process in Granular Soils

Wang

Duan

et al. 2022

Geofluids

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Seepage-induced failure may disable the bearing capacity of foundations in dams and embankments. However, the evolution mechanism of the seepage failure process in granular soils is not well understood. In this paper, a series of laboratory hydraulic tests were performed to investigate the seepage failure process in sandy gravels and fine-grained sands. Seepage behaviors of the hydraulic gradient, seepage flow velocity, and permeability coefficient were observed, and then, the Reynolds number was obtained to describe the seepage regime. By linking the hydraulic gradients with the Reynolds number, the seepage failure process was quantitatively divided into four phases: (i) incubation ( Re < 0.85 ), (ii) formation ( 0.85 ≤ Re ≤ 5 ), (iii) evolution ( 5 < Re ≤ 50 ), and (iv) destruction ( 50 < Re ). The findings of the study identified an approximately linear relationship between the hydraulic gradient and the seepage velocity in the phases of incubation and formation in which the viscous drag effects are not negligible, corroborating Darcy’s view. However, in the phases of evolution and destruction, the hydraulic gradient and the seepage velocity are nonlinearly related, indicating that the inertial force plays a leading role, and the quadratic equation is relevant for the regime transition from laminar flow to turbulent flow. Finally, the mechanism of each phase in the seepage failure process was clarified. Fine content and uniformity coefficient are internal factors that affect the potential of seepage failure, while the seepage force that drives the transport of fine particles is an underlying cause that promotes the development of seepage failure. This study will be quite useful in identifying the limits of applicability of the well-known “Darcy’s law,” in further improving the physical modelling associated with fluid flow through granular soils.

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Numerical modelling of concentrated leak erosion during Hole Erosion Tests

Cited by 15 publications

References 19 publications

Critical Hydraulic Gradient of Internal Erosion at the Soil–Structure Interface

Critical Hydraulic Gradient of Internal Erosion at the Soil–Structure Interface

Numerical simulation of backward erosion piping in heterogeneous fields

Experimental Investigation of the Seepage-Induced Failure Process in Granular Soils

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