Experimental investigation of interfacial erosion on culvert-soil interface in earth dams

Xie, Quanyi; Liu, Jian; Han, Bo; Li, Hongtao; Li, Yuying; Jiang, Zhenqiang

doi:10.1016/j.sandf.2019.02.004

Cited by 13 publications

(3 citation statements)

References 20 publications

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“…More specifically, leakage is a common type of damage to embankment dam slopes (Foster et al, 2000b;Chaney et al, 2000;Razavi et al, 2020a) and is usually accompanied by internal erosion. The internal erosion occurs completely inside the slope or the foundation, and usually causes danger and potentially dangerous situations (Ni et al, 2018;Xie et al, 2019). During internal erosion, fluid drives fine particles to move along the pores of the soil skeleton, and this migration can result in a change in the mechanical properties of the soil such as porosity and permeability.…”

Section: Introductionmentioning

confidence: 99%

A Numerical Analysis of the Leakage Characteristics of an Embankment Dam Slope With Internal Erosion

Ding

Wang

et al. 2022

Front. Earth Sci.

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Leakage is a common defect of embankment dam slopes, and is usually accompanied by internal erosion. This study establishes a mathematical two-phase seepage coupling model that explicitly considers the effects of internal erosion. With the help of finite element software COMSOL Multiphysics®, we use this model to study the characteristics of fluid seepage, the fraction of leakage volume that is made up of migrated fine particles (migrated fine particles volume fraction), porosity, permeability, and displacement in the leakage process of a three-dimensional embankment dam slope, as well as to study the influence of the water level and leakage outlet size on the aforementioned features. Our results show that water seepage velocity gradually increases with time, especially at the downstream leakage outlet. Therefore, the erosion and migration of fine particles occur primarily at the downstream leakage outlet, resulting in a significant increase in the migrated fine particles volume fraction, porosity, and permeability. In addition, the maximum migrated fine particles volume fraction, the maximum porosity, and the maximum permeability in the slope increase nonlinearly with time. Curves for maximum displacement with a strength reduction factor can be divided into three stages: the early stable stage, the midterm nonlinear growth stage (creeping state), and the later rapid growth stage (instability state). We also find that the rise of the water level promotes the erosion and migration of fine particles on the slope and that the maximum migrated fine particles volume fraction and the maximum porosity increase with the water level. The values of the strength reduction factor for the creeping state decrease as the water level rises. Furthermore, the larger the size of the downstream leakage outlet, the larger the maximum migrated fine particles volume fraction and maximum porosity. However, the relationship between maximum displacement and strength reduction factor is nearly unaffected by the size of the leakage outlet.

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Section: Introductionmentioning

confidence: 99%

A Numerical Analysis of the Leakage Characteristics of an Embankment Dam Slope With Internal Erosion

Ding

Wang

et al. 2022

Front. Earth Sci.

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“…The first one is focused on the mechanical properties of clay–structure interface [ 12 , 13 , 14 , 15 , 16 ], ignoring the hydraulic effect. The second one is related to clay–structure seepage characteristics [ 17 , 18 , 19 , 20 ] without considering the influence of stress and deformation. The third aspect is to investigate the shear-seepage behavior of clay soil by carrying out the compression-shear coupling penetration tests [ 21 , 22 , 23 ] and the triaxial penetration tests [ 24 , 25 , 26 ], but these studies do not involve soil-structure interface.…”

Section: Introductionmentioning

confidence: 99%

Experimental Investigation on Seepage Characteristics of Clay–Structure Interface after Shear Deformation

Tan

Shen

et al. 2022

Materials

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There exist shear and seepage behaviors on the interface between clay core and concrete slab in clay core dams. In order to investigate the seepage characteristics of the clay–structure interface after shear deformation, a shear-seepage test system is proposed, in which the seepage direction is perpendicular to the shear direction. The shear test and shear-seepage test are performed on clay–metal and clay–mortar interfaces under different normal stresses (100, 200, 400, 800, and 1600 kPa). The shear stress-deformation curves of two clay–structure interfaces exhibit softening behavior and residual friction behavior. The interface roughness can enhance peak and residual shear strength and increase peak displacement. The shear-seepage test results show that specimen permeability decreases first and then increases to a stable value as shear deformation increases under low normal stress, while it decreases continuously and then retains stability under high normal stress. The interface roughness enhances specimen permeability under low normal stress, whereas it has a weak effect on specimen permeability under high normal stress. Compared with initial permeability, shear deformation reduces specimen permeability rather than raise it. The ratio of stabilized permeability coefficient to initial value ranges from 0.6 to 0.8. The clay–structure interface still has a good resistance to seepage failure after shear deformation. The shear dilation features and interface pore decrease caused by shear behavior are the internal attributions of clay–structure specimen permeability evolution.

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“…(a) Long-term internal erosion owing to material anisotropy occurring at the conduit boundary and fill zone (e.g., the Sandae Reservoir) [11]; (b) (Conduit cracks are known to cause structural defects (such as corrosion) in weak areas of the conduit owing to soil and water loads, thus resulting in internal erosion [12][13][14]; (c) The outer part of the conduit may be surrounded by a clay layer for the purpose of reducing the water pressure applied to the conduit. However, at the soil-structure interface, an increase in the degree of compaction and in the clay content can lead to a more severe failure due to the increase in the critical hydraulic gradient [11].…”

Section: Introductionmentioning

confidence: 99%

Failure Behavior Attributed to Internal Erosion Caused by Conduit Cracks in Homogeneous Embankment

et al. 2022

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This study determines the effects of leakage attributed to conduit defects on the failure behavior on the downstream slope of a homogeneous reservoir. To analyze the failure mechanism, model experiments and a three-dimensional deformation–seepage analysis were conducted based on the failure shape, pore-water pressure, hydraulic gradient, and settlement, and the results were compared with the changes in the water storage capacity of the failed reservoir owing to conduit defects. The comparison showed that failure estimation based on settlement gauges and water storage capacity is limited in its ability to detect rapid changes compared with monitoring methods. An area of potential failure owing to internal erosion was formed at a location that is 1.4–2.4 times the conduit height on the downstream slope. The findings of this study can provide insights for determining the pre-reinforcement required to prevent or minimize reservoir failure due to the fact of leakage.

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Experimental investigation of interfacial erosion on culvert-soil interface in earth dams

Cited by 13 publications

References 20 publications

A Numerical Analysis of the Leakage Characteristics of an Embankment Dam Slope With Internal Erosion

A Numerical Analysis of the Leakage Characteristics of an Embankment Dam Slope With Internal Erosion

Experimental Investigation on Seepage Characteristics of Clay–Structure Interface after Shear Deformation

Failure Behavior Attributed to Internal Erosion Caused by Conduit Cracks in Homogeneous Embankment

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