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1.
Backward erosion piping (BEP) poses a threat to the stability of water-retaining structures. This can lead to severe erosion and collapse of embankments. A novel economically appealing measure against BEP is the coarse sand barrier (CSB). The CSB is a trench filled with coarse sand that is placed below the blanket layer on the landward side of the embankment, which prevents the pipe from developing upstream when it encounters the CSB. Inclusion of a CSB creates a vertically layered sand, which is the situation that can also exist in practice but is different from traditional BEP tests with one homogeneous sand. This paper presents new observations and measurements in medium-scale laboratory tests. 3D measurements of the pipe depth and dimensions are presented and analysed. This analysis indicates how the pipe dimensions evolve during the piping process and shows the erosion mechanism for BEP in vertically layered sands. The findings demonstrate the significance of three-dimensional study of the pipe rather than two dimensions. The pipe depth, width and depth-to-width ratios at the pipe tip in critical erosion stages are measured and presented. In the presented tests, two different erosion behaviours (stepwise pipe progression until failure and straight failure) are found and analysed with respect to possible influential parameters. Higher head drops and flow rates are found in tests with straight failure at the stage before progression. A linear relationship between the hydraulic conductivity contrast (kc) and the critical head drops (hc) is found and observations are used to investigate deviations from the line. 相似文献
2.
Backward erosion piping (BEP) is a failure mechanism that can affect the safety of water-retaining structures. It can occur when a local anomaly on the downstream side of an embankment causes a concentration of seepage flow at that location. Shallow pipes may then form, progressing in the upstream direction and leading to a collapse of the water-retaining structure. A novel and economically appealing measure against BEP is the coarse sand barrier (CSB), which is now being developed in a multiscale experimental programme in the Netherlands. The method involves placing a trench filled with coarse sand below the blanket layer on the downstream side of the embankment. The CSB prevents the upstream progression of the pipe and significantly enhances resistance to BEP. This paper presents medium-scale laboratory tests involving a range of sands, barrier depths and relative densities. The piping process and the observations of pipe progression in the presence of a CSB are presented, followed by a conceptual model. The presence of a CSB changed the erosion pattern. It resulted in pipe formation perpendicular to the flow direction over the entire width of the barrier before the barrier was damaged. The findings also demonstrate the effect of material properties on pipe initiation, progression and pipe depth. Measurements of the pipe depth are presented and analysed, revealing the significance of pipe depth for understanding the piping process. This analysis shows considerable erosion in the downstream background sand and demonstrates that erosion profiles and measured pipe depths are significantly larger than in BEP tests without a CSB. 相似文献
3.
A process called ‘piping’, which often occurs in the soil at dams, levees, and dykes, involves the formation and development of a continuous tunnel between upstream and downstream ends. The hole erosion test is commonly used to quantify the critical stress and the rate of piping erosion progression. The aim of this study is to draw up a model for interpreting the results of this test. A characteristic internal erosion time is defined and expressed as a function of the initial hydraulic gradient and the coefficient of surface erosion. It is established here that the product of the coefficient of erosion and the flow velocity is a significant dimensionless number: when this number is small, the kinetics of erosion are low, and the particle concentration does not have any effect on the flow. This finding applies to most of the available test results. Theoretical and experimental evidence is presented showing that the evolution of the pipe radius during erosion with a constant pressure drop obeys a scaling exponential law. Copyright © 2008 John Wiley & Sons, Ltd. 相似文献
4.
Acta Geotechnica - With the utilization of underground space, backward erosion piping (BEP) has been observed in many underground structures. Different from BEP in embankments or river dikes, the... 相似文献
5.
不同土层结构的堤基,其管涌发生和发展的情形不同。以前的研究多集中于双层堤基的情况。事实上,含夹砂层堤基中,位于砂砾石层内的细砂层会对堤基管涌的发生产生重大影响,并且这些影响随细砂层在砂砾石层中的位置不同而不尽相同。利用室内砂槽试验,模拟当细砂层位于砂砾石层内部不同深度时含夹砂层堤基管涌的发展过程,研究细砂层埋深对 堤基管涌的影响。试验结果表明,细砂层埋深存在一个临界深度,当细砂层埋深较浅时,堤基的临界水力梯度较小,易于发生管涌,且管涌发生以后,堤基被侵蚀的速率较大,出砂较多;堤基破坏的临界水力梯度随着细砂层埋深的增加而增大,当细砂层埋深大于临界埋深时,堤基的临界水力梯度基本不变,同时堤基抵抗管涌破坏的能力较强,其破坏形式与双层堤基 相类似。 相似文献
6.
This paper presents a computational method able to effectively model both the simultaneous processes typically observed in backward erosion piping, ie, the pipe tip propagation and the conduit cross-section enlargement. The numerical method is based on the novel formulation of a problem of localized erosion along a line propagating in a multidimensional porous medium. In this line, a conduit with evolving transverse size is embedded, which conveys a multiphase flow. The two systems, porous medium and pipe, are bridged by exchange terms of multiphase fluid mass and by a shared fluid pressure field. On the contrary, different fields are considered to describe flows, which are assumed as Darcian in the porous medium and turbulent in the conduit. These two flows drive pipe propagation and enlargement, respectively, as modeled by means of proper erosion kinetic laws. The corresponding numerical formulation is based on the combination between one- and multidimensional finite elements, to model the erosion conduit and the porous medium, respectively. Several simulations are proposed to demonstrate the ability of the proposed approach in reproducing available experimental data of real-scale tests on levees. Our results point out the crucial role played by the combined influence of pipe propagation and enlargement, as well as of three-dimensional (3D) effects. We also assess the mesh independence of the proposed numerical solution, particularly as concerns the calculated pipe propagation history. 相似文献
7.
管涌的发生、发展过程是土骨架相在渗流作用下侵蚀为可动细颗粒相,并随水相在孔隙通道中运移流失的过程。在该过程中,渗流与侵蚀相互耦合,相互促进,水相、土相、可动细颗粒相互作用,因此,管涌过程是一个多场、多相耦合的高度非线性的动态过程。现有的管涌试验结果表明,只有当水力梯度大于起始水力梯度时,细颗粒相才会随水相从土体中运移流失,土体才会发生管涌侵蚀,且管涌稳定后土体的孔隙率（稳定孔隙率）和水力梯度之间存在对应关系,根据该结果,提出管涌稳定孔隙率的概念,修正传统的渗流侵蚀本构方程,建立多孔介质中三相耦合的修正的渗流侵蚀管涌控制方程。最后,针对特定应力状态下的土体建立稳定孔隙率和水力梯度之间的对应关系。基于Galerkin有限元法编制有限元程序,在轴对称情况下对该土体的管涌过程进行数值模拟。结果表明,修正后的管涌控制方程能更全面地描述管涌发生、发展直至稳定状态的特性。 相似文献
8.
对由弱透水黏土层、细砂层和强透水砂砾层组成的三层堤基进行了管涌发展的砂槽模型试验,为了便于观察分析,细砂层由各种颜色的细彩砂依次排列在砂砾石层上表面,通过改变彩砂层的厚度分析研究了不同细砂层厚度对管涌发生、发展机制及过程的影响。试验结果表明,三层堤基细砂层厚度的不同使管涌发生的临界水力梯度、涌砂量和通道发展的速度不同,与双层堤基有很大区别。临界水力梯度是由多种元素决定的,包括破坏土体的性质及其整体性等;细砂层的存在使流量在渗透变形初期对涌砂不敏感;在试验中发生的相同水位下多次间歇性涌砂,其原因一方面是颗粒在运动过程中发生堵塞,另一方面是通道边界的土体失去支撑发生应力释放,抵抗力随着时间逐渐减小。 相似文献
9.
Piping, as one of the critical patterns of internal erosion, has been reported as a major cause for failures of embankment dams and levees. The fundamental mechanism of piping was traditionally investigated through experimental trials and simplified theoretical methods in macroscale. Nevertheless, the initiation and progressive evolution of piping is a microscale phenomenon in its essence. The current understanding of the micro-mechanism of piping erosion is limited due to a lack of quantitative analysis and visualized evidence. And in fact, seepage flows can affect the soil fabrics and the development of contact forces between particles. But how these fabrics and contact forces evolve under a critical hydraulic gradient is still not fully understood. In this paper, the detailed process of piping erosion is investigated by using a coupled computational fluid dynamics and discrete element method (CFD–DEM) approach. The treatment of soil–flow interactions in CFD–DEM is explained by exchanging the momentum between the two phases. During the simulation, the piping erosion process is initiated by incrementally ascending differential water head across the soil samples. The three main stages of piping erosion (initial movement, continuation of erosion and total heave) can be identified from monitoring the particle velocity and positions. In addition, the evolution of contact force, hydraulic force, coordination number and void fraction is inspected to provide insight into the micro-mechanism of piping erosion. Two cases are simulated, one with a uniform particle size and a relatively uniform porosity distribution and the other with specific particle size and porosity distributions. An interesting finding from this study is that piping does not always initiate from the free surface and the evolution of piping depends heavily on the particle size and porosity distribution. 相似文献
10.
潜蚀是深厚覆盖层渗透稳定性问题中比较主要和突出的一种表现型式,开展深厚覆盖层潜蚀问题的相关试验及理论研究,对于保障中国已建、待建重大水电工程的安全均具有重要的理论和实际意义。首先,区分了潜蚀与向后侵蚀管涌,指出潜蚀与向后侵蚀管涌的发生机制完全不同,两者不能混淆在一起。与向后侵蚀管涌相比,潜蚀更具隐蔽性,其发生发展机制更加复杂。其次,从潜蚀发生的几何条件、水力条件及潜蚀数学模型等3个方面详细梳理总结了潜蚀研究的相关进展。最后,结合雅鲁藏布江下游水电开发等国家重大工程,提出未来应着重加强对原状覆盖层土体内部稳定性评价,对极端条件、复杂渗流条件、复杂地层条件下潜蚀发生发展机制,潜蚀时间效应及其长期影响的评价和控制,对潜蚀本构关系及其数学模型等方面的试验及理论研究。 相似文献
11.
Tunnel water inrush disaster is a serious problem in karst tunnel construction and occurs extensively in southwestern China. To prevent water inrush, hydraulic lining has been utilized extensively in karst tunnel construction. The failure of the hydraulic lining in the Tongxi tunnel is an example of a typical failure case that has yet to be fully analyzed. In this paper, the failure of the waterproof liner was studied by theoretical and numerical methods. By field investigation, the failure of the tunnel lining was attributed to a high hydraulic pressure head converging in the large karst caves behind the lining. The corresponding mechanical model can be simplified as a “karst cave water pressure” model. The key to the mechanical model was to determine the water pressure of the karst caves produced by the lining. The variation in water pressure was directly related to the cave’ reservoir volume, catchment flow and catchment time. Thus, volume calculation formulas for two types of karst caves (strike and oblique caves) in the studied tunnel were constructed based on the engineering geological conditions. Considering the precipitation, the flow rate in the karst caves was regarded as nearly constant during the catchment period. Hence, reservoir volumes during different periods can be calculated and converted to the stress boundary conditions of the lining. Then, the mechanical response of the tunnel under different water levels was calculated by numerical simulation. Combining the field investigation and monitoring data, the tunnel lining failure was mainly believed to be triggered by hydraulic fracturing failure due to a high-pressure head. Finally, prevention measures were proposed based on the results of this study. 相似文献
12.
针对长距离河段大量人工采沙、挖槽发生的河床溯源冲刷影响因素、发展规律及预测方法进行研究。考虑该问题的清水冲刷特征,建立了一维水动力学方程、河床变形和推移质输沙方程组,用TVD（Total Vartation Diminishing）性质的MUSCL-Hancock时空二阶格式和对水流、河床变形方程分别用有限体积和有限差分法进行数值求解,用水槽试验作了验证并研究了溯源冲刷规律。溯源冲刷长度在初期30%的时间内可达平衡时的80%,冲刷速率随来流强度、跌坎高度和跌水水头差明显增大。平衡溯源长度随流量的线性增长率约为0.8,随跌水高差的增长较缓,冲刷最大厚度约为跌坎高度的0.5倍。采沙挖槽河床一旦形成溯源冲刷,则发展迅速,流量和跌水高差是重要影响因素。在合理考虑输沙方程的基础上,该数值模型可用于溯源冲刷的预测,计算速度快且精度较高。 相似文献
13.
A numerical approach for simulating piping erosion is proposed based on an auto-adaptive moving mesh. This approach adapts a flownet mesh (FM) to discretize the domain. It reduces the simulation of two-dimensional transport of moving particles to one-dimensional problem by taking advantages of flow tube concept. Furthermore, it employs a stepwise procedure to decouple the solid-liquid interaction equations for modeling piping erosion. Specifically, the FM is updated and evolved automatically in accordance to simulated erosion since the flownet is refined in high-velocity regions, where the piping erosion progresses. Therefore, the FM is auto-adaptive to the piping erosion paths. 相似文献
14.
The monitoring operation of an older impoundment (such as dams and waste barrier materials) during the service life of the
structure cannot be overemphasized. Since older infrastructures seem to be more susceptible to piping and seepage failure,
their construction design should be analyzed and monitored at places where a potential problem could occur. Once an impoundment
is constructed without adequate filters layers and foundation treatments, then the prevention of piping or seepage may require
an effective approach to constructing a cut-off wall to prevent eventual failure. In order to identify and understand theses
failure modes, it is important to identify the physical parameters of the impoundment system, such as the zones of various
soil gradations, the compaction of these zones, the hydraulic conductivity, the compatibility of the soil formations within
and beneath the core or liner, as well as the cohesive and dispersive properties of soils at various location within the structure.
Once these parameters are known and quantified, an adequate assessment of the structure’s susceptibility to piping or contaminant
transport can be established. This type of an analysis will enable the proper design of a cut-off wall and predetermine the
effectiveness of its long-term performance. The Vermont Waterbury Dam (built in 1938) is example of seepage related problem
that implemented a cut-off wall design to prevent piping paths from undermining the structure. In this case, some forensic
sampling had to be performed and the parameters of the soils as just mentioned were key factors in determining the wall design.
In this paper, the Waterbury dam rehabilitation is investigated as case studies, in order to better understand how older designs
and poor construction of impoundments can lead to piping condition in dams as well as failures in waste barrier systems. The
Secant Cut-off wall (constructed at Waterbury Dam) is mentioned as a corrective measure taken for this dam and there is a
brief discussion as to how this construction rehabilitation technique can be applied to waste barrier impoundments. 相似文献
15.
External suffusion, as selective erosion of fine particles through the contact with a coarser layer and moving away, is an
important phenomenon in dams which may lead to their failure. To study the initiation of external suffusion, caused by water
level increase upstream the dam, a series of experimental investigations were conducted on laboratory-scale model, in the
hydrodynamic laboratory of école polytechnique de Montreal. On the built model, clay/moraine formed the core, sand was used
as a filter and gravel performed the role of the pervious layer. Several different models (in geometry and constituent materials)
were built and subjected to the water level increase upstream, which resulted in changes in the hydraulic gradient. The results
showed no evidence of considerable suffusion on the clay/moraine and sand interface, while the visual and quantitative data
show the presence of suffusion on the sand and gravel interface. The results of the experiments show that, when focusing on
the critical hydraulic gradient that initiates the movement of the clay/moraine particles, it can be concluded that despite
the differences in test conditions, the critical hydraulic gradient has approximately the same value in all cases. It was
also shown that increasing the length of the filter layer or applying stair-like slopes does not have great impacts on the
initiation of suffusion, whereas the gravel-size distribution has a great impact on the erosion rate. 相似文献
16.
Internal instability is a phenomenon of fine particle redistribution in granular materials under the seepage action and consequent change in the soil’s internal structure and hydraulic and mechanical properties. It is one of the primary causes of failures of sand-gravel foundations and embankment dams. The criteria establishment is considered the key to solving the erosion problems, so the existing internal stability criteria need a review and classification to study the recent development trends in soil seepage and erosion. Therefore, this paper aims at reviewing the internal stability factors of gap-graded soil with a focus on the internal erosion mechanism and internal stability evaluation based on geometric and hydraulic criteria. Firstly, the paper compared the effect of several commonly used geometric criteria for gap-graded soil evaluation, such as particle size, fine content, void ratio, and fractal dimension. Furthermore, it provided a hydraulic criteria overview and analyzed the effects of the hydraulic gradient, hydraulic shear stress, confining pressure, and pore velocity on internal erosion. The geometric–hydraulic coupling methods were introduced, with a detailed elaboration of the erosion resistance index method based on accumulated dissipated energy. The capabilities and limitations of these criteria were discussed throughout the paper. It was found that combined Kezdi’s criterion and Kenney and Lau’s criterion is more reliable to evaluate internal stability of soil. The gap-graded soil with fine particle content higher than 35% is not necessarily internally stable. Finally, the energy-based method (erosion resistance index method) can effectively reproduce the total amount of erosion mass and the final spatial distribution of fine particles and identifies erosion. The review's outcome can be used as a basis to evaluate the internal erosion risk for gap-graded soils. The evaluation methods discussed here can help identify the zones of relatively high erosion potential. 相似文献
17.
对土石坝溃决模拟技术的最新研究成果进行了总结和评价,在此基础上对该研究领域今后的研究工作提出了若干建议,包括:应研究提出不同坝型溃决可能性分析评价方法;针对不同坝型开展溃坝离心模型试验,揭示在不同致灾因子作用下,土石坝溃决机理和溃口发展过程;开展土石坝初始管涌形成以后发展过程的试验研究,揭示孔流转变为堰流的控制条件;针对溃坝水流的流线曲率较大、溃坝水流大多是非恒定超临界流以及筑坝材料粒径级配范围变化大等特点,开展大型溃坝水工水力学模型试验,揭示不同坝型的溃口流量过程、泥沙输移及下游河道洪水演进规律。 相似文献
18.
The present study has been a pioneering effort examining the role of an annual flood as a potent stimulus inducing changes in channel geomorphology of the Mayurakshi River, India. Twenty cross sections have been considered for the measurement of various hydro-geomorphic attributes of the river in both the pre- and post-flood conditions in 2018. The study sensed an escalating trend for channel width, width/depth ratio, and wetted perimeter while the reverse was also detected for average depth, maximum depth, cross-sectional area, and hydraulic radius. For example, the width/depth ratio recorded an increase of?~?11%, and the hydraulic radius depicted a decrease of?~?8%. Furthermore, channel asymmetry, bed asymmetry and bed relief index experienced a decrease after the flood. The sudden hydraulic impulse during monsoon flood as manifested in velocity, discharge, specific stream power, Reynolds number, Froude number increases the erosivity of the fluid. Besides the hydraulic factors, bank material (massive sandbank susceptible to hydraulic action and mixed bank constituted by alternate bands of sand and silt, and vulnerable to failure by piping action) brings substantial changes in channel morphology. Moreover, anthropogenic interventions such as sand mining are found to play a significant role in channel behaviour. The role of the multiple factors driving the morphological changes of the cross sections has been unpacked using canonical component analysis. 相似文献
19.
Rainfall-induced shallow landslides and debris flows are one of the most common erosion process and primary channel initiation mechanisms in many steep landscapes. Their initiation conditions are physically controlled by the soil properties and topographically influenced by the competition between area- (A) and slope-dependent (S) sediment transport process. In this work, the A-S relationship of landslides in two forests was compared with respect to the physical properties of soil and plant roots. The results reveal that landslides in the Pinus tabuleaformis forest commonly have larger surface- and contributing area, deeper failure plane and gentler slope gradient than those in the Larix Kaemphferi forest. The saturated hydraulic conductivity in the Pinus tabuleaformis forest is higher and strongly correlates to plant root biomass. The effective cohesion and inner frictional angle of soil mass in the two forests are similar. Faster saturated hydraulic conductivity may lead to the higher upslope contributing area of landslides in the the Pinus tabuleaformis forest. A combination of finite-slope model and precipitation interception model reveals that landslides in the Pinus tabuleaformis forest require higher rainfall amount that those in the Larix Kaemphferi forest. Last but not least, this work provides a clue that strong root network and high saturated hydraulic conductivity may promote the A-S condition. 相似文献
20.
Piping is the main cause of dangerous situations and one of the most serious threats to levees in China. It is unlikely that Darcy’s law is suitable for evaluation of piping zones; therefore, the ordinary seepage computation based method of simply increasing the permeability coefficient of the piping zone is not appropriate. The discrete element method (DEM) may be a promising alternative to the use of Darcy’s law, but the large number of particles hampers its effective application in practice. In this study, a new approach based on combination of pipe flow in the erosion channel and seepage analysis in the remainder of the levee is proposed. Based on the changeable boundary between the two types of computational domains, the element free Galerkin method (EFG) was employed to facilitate the efficiency of coupling iteration. Examples show that this approach can simulate the main characteristics of developing processes in the erosion channel, which implies that this simplified method can be employed practically. 相似文献
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