# Deformation and Stability Analysis of a Core Rockfill Dam with Leakage

Authors: Yuanzhong Chen; Guobing Lin; Yangyang Lu
Journal: Shock and Vibration
 (2022)

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## Abstract

The No. 4 clay core rockfill dam of the Gongming Reservoir experienced leakages when the reservoir water level was low. To analyze the leakage causes, a series of seepage tests were conducted on the dam materials in this paper. And a three-dimensional finite element stress-seepage coupled calculation model of the dam was established to study the deformation and stresses of the dam under the condition of normal storage water level and the sharp drop in the storage level. The test results show that the permeability coefficient of the clay core material is close to that of the dam shell material, resulting in the leakage of the dam under the condition of the low-water level. The simulation results show that the dam deforms a little under the condition of normal storage water level and the sharp drop in the storage level, and the stress distribution under the condition of the sharp drop in the storage level is basically consistent with that under the condition of normal storage water level. The safety factors of the dam under the two conditions meet the requirements of the specification, but the margin of the safety factor is small.


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## Body

## 1. Introduction

The Earth rock dam, which has the advantages of good terrain adaptability, usage of local materials, low investment, and simple construction, is one of the main dam types for hydropower development and dam construction in China [1–3]. The seepage stability has always been one of the core issues in the safe construction and operation of Earth rock dams [4–7]. When the reservoir water level rises or falls suddenly, the seepage field in the dam changes greatly in a short time, affecting the stability of the dam, especially for the upstream slope of the dam. For this reason, researchers and technicians have done a lot of work on the aspects of anti-seepage technology, dam safety monitoring methods, and Earth rock dam disease mechanism to solve the problem of dam leakage [8–11]. However, due to the limitation of the technical level during the construction period or the comprehensive impact of the later transportation and maintenance, there are still hidden dangers in the seepage stability of a large number of reservoir dams.The three-dimensional finite element stress-seepage coupled calculation method is a preferred method to study the dam instability caused by seepage, and the method has been widely used in the analysis of the deformation and stability of Earth rock dams [12–15]. However, only are the Earth rock dams in the design stage or in safe operation mentioned in previous studies, but the Earth rock dam with leakage has not been studied yet. During the routine inspection of Gongming Reservoir in Shenzhen, China, it was found that the No. 4 clay core rockfill dam leakages were experienced even under the low-water level operation (i.e., the water level was lower than the design normal storage water level). To ensure the safe operation of the No. 4 clay core rockfill dam, it is necessary to find out the causes of leakage of the dam and study its deformation and stability under the condition of normal storage water level and the sharp drop in the storage level.In this paper, a series of seepage tests were first carried out to analyze the causes of dam leakage, then a three-dimensional finite element stress-seepage coupled calculation model of the dam was established to study the deformation and stresses of the dam under the condition of normal storage water level and the sharp drop in the storage level. On the basis of the finite element calculation results, the stability of the dam is analyzed using Bishop’s slice method.


## 2. Project Overview

Gongming Reservoir is located northwest of Shenzhen, China. The total storage capacity of the storage reservoir is 148 million m3. The design flood level of the reservoir is 60.68 m, the checking flood level of the dam is 60.96 m, the normal water storage level is 59.70 m, and the dead water level is 26.50 m. The main buildings include the reservoir dam, spillway, water discharge tunnel, connecting tunnel, water supply tunnel, etc.The No. 4 dam of Gongming Reservoir is a clay core rockfill dam (as shown in Figure1), with a crest length of 1121.1 m, a crest elevation of 63.50 m, and a maximum dam height of 50.70 m. A 2 m wide berm is set downstream. The dam slope above the berm is 1 : 2.5, and the dam slope below the berm is 1 : 2.75. A rockfill drainage prism is set at the dam toe, and the top elevation of the rockfill prism is 25 m. Downstream of the prism, a drainage ditch and a measuring weir are laid. The top width of the clay anti-seepage core wall in the dam is 6.0 m, and the ratio of upstream and downstream slopes is 1 : 0.5. A sand filter layer with a thickness of 2 m is set between the clay core wall and the downstream dam shell. A sand filter layer with a thickness of 1 m is set between the clay core wall and upstream shell. The anti-seepage wall and curtain grouting are set in the dam for blocking seepage. The thickness of the concrete anti-seepage wall is 600 mm, and the lower end of the wall is embedded with 0.5 m of strongly weathered rock. According to the Chinese classification and flood standard for water resources and hydropower projects, the No. 4 dam project is classified as class II.Figure 1
Dam section and layout of piezometers and inclinometer pipes.In February 2018, it was found that the No. 4 dam leakages were experienced in many sections when the reservoir water level was 40.25 m, which was less than the normal water level of 59.70 m, as shown in Figure2. It can be seen that fine sands flow out of individual leakage points, and the seepage drainage volume increased significantly, which may not be conducive to the safety of the dam. Piezometers and inclinometer pipes were also installed in the dam. The piezometer is mainly arranged at the dam upstream of the core wall (P-1), the centerline of the core wall (P-2), the downstream edge of the core wall (P-3), and the dam under the downstream berm of each section (P-4). The inclinometer pipe is arranged at the dam toe (IP-0), as shown in Figure 1. Figure 3 shows the measured saturation line in the dam when the upstream water level is 45.0 m. The saturation line gradually decreases from upstream to downstream, which is in line with the general law of seepage of the Earth rock dam. However, the measured value of P-4 located in the downstream dam is 27.94 m, which is higher than the top of the downstream drainage prism of the dam (25.00 m), which indicated that the saturation line in the dam is high.Figure 2
Photos of the dam leakage.Figure 3
Measured and calculated phreatic line of the dam.


## 3. Seepage Tests and Test Results

To find out the causes of the dam leakages, a series of laboratory seepage tests on the materials in each area of the dam were conducted to obtain their permeability coefficients. The sampling work is shown in Figure4. A variable head device was used to obtain the permeability coefficients of the samples. Table 1 gives the permeability coefficients of the materials in each area of the dam. It can be seen that the permeability coefficient of the core material is close to that of dam shell material, indicating that the No. 4 core rockfill dam is close to that of a homogeneous dam. According to the Chinese standard (SL 274-2020), homogeneous dams are mostly used for low dams (dam height is less than 30 m), while the No. 4 dam in Gongming Reservoir has a maximum height of 50.7 m, which is already a medium dam. In addition, the prism drainage arranged downstream of the dam has been submerged by the downstream water level of the dam. Therefore, even if the reservoir water level is low, the saturation surface of the dam is still high, resulting in leakage at multiple sections of the dam.Figure 4
Photos of site sampling: (a) well drilling; (b) sampling; (c) specimen.
(a)(b)(c)Table 1
Permeability coefficient of different materials of the dam.
Dam materialsPermeability coefficient (cm/s)Clay core material1.8 × 10−5Shell material2.1 × 10−5Impervious wall material1.0 × 10−8Completely weathering layer material in the base5.0 × 10−5Strongly weathered layer material in the base1.0 × 10−4Weakly weathered layer material in the base1.0 × 10−5Heavy curtain material in the base1.0 × 10−7Inverted layer material1.0 × 10−3


## 4. Stress-Seepage Coupled Model

In this section, the stress-seepage coupled model to analyze the deformation and stresses of the No. 4 dam is established based on the Biot consolidation theory [16]. Its equation is derived from the equilibrium differential equation of forces, effective stress principle, constitutive equation, geometric equation, and continuity equation.


### 4.1. Equilibrium Differential Equation of Forces

Take a soil element in the dam, and the equilibrium differential equation of its force is(1)∂σx∂x+∂τxy∂y+∂τxz∂z=fx,∂τxy∂x+∂σy∂y+∂τyz∂z=fy,∂τxz∂x+∂τyz∂y+∂σz∂z=fz,where σx, σy, σz, τxy, τxz, and τxz are the stress components acting on the element, fx, fy, and fz are the components of volume stress in x, y, and z directions, respectively.


### 4.2. Principle of Effective Stress

According to the principle of effective stress, the total stress on the soil element is the sum of effective stress and pore water pressure, and the pore water pressure does not bear shear stress. Its equilibrium equation is expressed as(2)∂σx′∂x+∂τxy∂y+∂τxz∂z+∂u∂x=fx,∂τxy∂x+∂σy′∂y+∂τyz∂z+∂u∂y=fy,∂τxz∂x+∂τyz∂y+∂σz′∂z+∂u∂z=fz,where μ is the pore pressure component acting on the element, σ′x, σ′y, and σ′z are the components of effective stress in x, y, and z directions, respectively.


### 4.3. Constitutive Equation

The constitutive equation is used to describe the relationship of the effective stress [σ'] and the soil skeleton strain [ε]. Its equilibrium equation is expressed as(3)σ′=Dε,where [D] is the stiffness tensor of the stress-strain relationship. Here, the constitutive models used are the elastoplastic model developed by Duncan-Chang and the linear elastic model.


### 4.4. Geometric Equation

Under the assumption of small deformation, the geometric equation is expressed as(4)εx=∂wx∂xεyz=∂wy∂z+∂wz∂y,εy=∂wy∂yεxz=∂wx∂z+∂wz∂x,εz=∂wz∂zεxy=∂wx∂y+∂wy∂x,where wx, wy, and wz are the components of the displacement w of the element in x, y, and z directions, respectively.


### 4.5. Continuity Equation

Under the assumption of small deformation, the geometric equation is expressed as(5)∂∂t∂wx∂x+∂wy∂y+∂wz∂z=−Kγw∂2u∂x2+∂2u∂y2+∂2u∂z2,where K is the permeability coefficient and γw is the density of the element.Solving simultaneous equations (1)–(5), the differential equations for displacement (wx, wy, and wz) and pore water pressure μ can be obtained:(6)


## 4.1. Equilibrium Differential Equation of Forces

Take a soil element in the dam, and the equilibrium differential equation of its force is(1)∂σx∂x+∂τxy∂y+∂τxz∂z=fx,∂τxy∂x+∂σy∂y+∂τyz∂z=fy,∂τxz∂x+∂τyz∂y+∂σz∂z=fz,where σx, σy, σz, τxy, τxz, and τxz are the stress components acting on the element, fx, fy, and fz are the components of volume stress in x, y, and z directions, respectively.


## 4.2. Principle of Effective Stress

According to the principle of effective stress, the total stress on the soil element is the sum of effective stress and pore water pressure, and the pore water pressure does not bear shear stress. Its equilibrium equation is expressed as(2)∂σx′∂x+∂τxy∂y+∂τxz∂z+∂u∂x=fx,∂τxy∂x+∂σy′∂y+∂τyz∂z+∂u∂y=fy,∂τxz∂x+∂τyz∂y+∂σz′∂z+∂u∂z=fz,where μ is the pore pressure component acting on the element, σ′x, σ′y, and σ′z are the components of effective stress in x, y, and z directions, respectively.


## 4.3. Constitutive Equation

The constitutive equation is used to describe the relationship of the effective stress [σ'] and the soil skeleton strain [ε]. Its equilibrium equation is expressed as(3)σ′=Dε,where [D] is the stiffness tensor of the stress-strain relationship. Here, the constitutive models used are the elastoplastic model developed by Duncan-Chang and the linear elastic model.


## 4.4. Geometric Equation

Under the assumption of small deformation, the geometric equation is expressed as(4)εx=∂wx∂xεyz=∂wy∂z+∂wz∂y,εy=∂wy∂yεxz=∂wx∂z+∂wz∂x,εz=∂wz∂zεxy=∂wx∂y+∂wy∂x,where wx, wy, and wz are the components of the displacement w of the element in x, y, and z directions, respectively.


## 4.5. Continuity Equation

Under the assumption of small deformation, the geometric equation is expressed as(5)∂∂t∂wx∂x+∂wy∂y+∂wz∂z=−Kγw∂2u∂x2+∂2u∂y2+∂2u∂z2,where K is the permeability coefficient and γw is the density of the element.Solving simultaneous equations (1)–(5), the differential equations for displacement (wx, wy, and wz) and pore water pressure μ can be obtained:(6)


## 5. FEM Simulation and Result Analysis

### 5.1. Realization of Stress-Seepage Coupled in FEM

The basic idea of the finite element method (FEM) to solve the stress-seepage coupled equation is as follows: (i) discretize the calculation area into a combination of several finite elements; (ii) take an appropriate weight function to characterize the distribution law of pore pressure and displacement inside the unit; (iii) based on the basic differential equations and definite solution conditions, establish the element governing equations that satisfy the pore pressure and deformation of the element nodes by the variational method or the weighted residual method; (iv) assemble the element governing equations as a whole in the order of node numbers, and establish an overall finite element equation system with unknown values of pore pressure and deformation of all nodes in the calculation area; (v) obtain the pore pressure value and deformation value of the node by solving the equation system, so as to obtain the pore pressure and deformation distribution of the entire calculation area.Duncan-Chang model was used to describe the stress-strain relationship of the completely weathered and strongly weathered layer, clay core, and shell materials, while the linear elastic model was used for the weakly weathered layer, heavy curtain, and inverted layer materials. Triaxial tests were carried out on the various materials, and constitutive parameters were obtained, as shown in Table2. The permeability coefficients of various materials used in the model are shown in Table 1, where c, φ, K, n, Rf, Kb, and m are parameters in the Duncan-Chang model, and E and v are parameters in the linear elastic model.Table 2
Constitutive parameters of various materials of the dam.
Dam materialsDuncan-Chang modelc (kPa)φ (°)KnRfKbmCompletely weathering material47.538.3143.30.730.74538.750.77Strongly weathered material10038.012000.280.8212000.21Clay core material31.035.4152.80.730.70541.750.73Shell material17.336.11230.690.68547.80.68Dam materialsLinear elastic modelE (GPa)υImpervious wall material25.50.167Inverted layer material20.00.2Weakly weathered material18.00.2


### 5.2. Simulation Model and Boundary Condition

Based on the layout plan of the No. 4 dam cross-section and geological conditions, a three-dimensional finite element analysis model is established for the No. 4 dam, as shown in Figure5. The model has 15510 divided elements, all of which are 8-node isoparametric elements, and the total number of nodes is 17572. The x-axis direction in Figure 5 is the dam axis direction, the y-axis is the upstream and downstream direction, and the z-axis is the vertical direction. The upstream and downstream range of the model is −340∼320 m, and the elevation range is −130∼63.5 m. Since the dam crest elevation is 63.5 m, it is reasonable to take the elevation of the top of the model to 63.5 m. The boundary conditions for seepage calculation are taken as follows: the bottom of the dam is regarded as the impervious boundary; the left side is the upstream water head boundary; the right side is the downstream water head boundary. The boundary condition for the stress calculation part is that the bottom of the dam is constrained by the displacement in the x and y directions.Figure 5
Three-dimensional finite element model of the No. 4 dam of Gongming Reservoir.Since the Gongming Reservoir has been in operation for many years, the water level has little changed during the operation, and the dam has basically been in a stable state of consolidation. Therefore, two working conditions of the normal water level and the sharp drop in the storage level (water level suddenly drops from the normal water level to the dead water level) are selected for FEM calculation and analysis.


### 5.3. Results and Analysis

To verify the rationality of the finite element model and calculation parameters, the phreatic line under the normal storage water level was calculated using the FEM, and the calculated result was compared to the measured value. The measured and calculated phreatic lines of the dam section under the normal water storage condition are shown in Figure3. The calculated value of the three-dimensional finite element stable seepage is in good agreement with the measured value, which proves the rationality of the finite element model and calculation parameters.Figure6 shows the cloud map of the major and minor principal stresses and total stress of a certain section of the dam under the normal water storage condition. It can be seen that the major and minor principal stresses of the section are distributed in layers, and they increase with the increase of depth. Since the concrete anti-seepage wall arranged at the dam base cuts off the completely weathered layer of the dam, a large stress is generated in the soil around the anti-seepage wall, as shown in Figure 6(c).Figure 6
Cloud map of stress distribution of dam under the normal storage water level condition (MPa): (a) major principal stress; (b) minor principal stress; (c) total stress.
(a)(b)(c)Figure7 gives the curve of the settlement of the dam crest on the upstream side with time under the condition of the sharp drop in the storage level. When the reservoir water level drops suddenly, the settlement of the dam crest has a gradual increase as a result of the self-weight load of the dam. The process of pore pressure dissipation is almost synchronous with the occurrence of dam crest settlement. When the pore pressure is completely dissipated, the settlement deformation basically stops.Figure 7
Variation curve of dam crest settlement with time after the sharp drop in the storage level.Figures8–10 present the deformation of the dam at different times under the condition of the sharp drop in the storage level. Due to the water lever dropping from normal storage water level to the dead water lever, the static pore water pressure in the dam above the dead water level is transformed into the excess pore water pressure. With the dissipation of the excess pore water pressure, the effective stress of the dam increases, so only the part of the dam above the dead water level is deformed, which further results in a horizontal displacement upstream of the dam crest and a horizontal displacement downstream of the upstream dam foot. Overall, the deformation of the dam caused by the sharp drop in reservoir water, which is less than 0.1 m, is not large.Figure 8
Deformation of dam on the 20th day after the sharp drop in the storage level (m): (a) settlement; (b) lateral displacement.
(a)(b)Figure 9
Deformation of dam on the 80th day after the sharp drop in the storage level (m): (a) settlement; (b) lateral displacement.
(a)(b)Figure 10
Deformation of dam on the 200th day after the sharp drop in the storage level (m): (a) settlement; (b) lateral displacement.
(a)(b)Figure11 shows the cloud map of the major and minor principal stresses and total stress of the dam after the dissipation of the excess pore water pressure. Since the deformation of the dam is small, the effective stress increase caused by the dissipation of pore pressure is not obvious, resulting in that the stress distribution after the dissipation of pore pressure is basically unchanged from that under the normal storage water level.Figure 11
Cloud map of stress distribution of dam after the dissipation of the excess pore water pressure (MPa): (a) major principal stress; (b) minor principal stress; (c) total stress.
(a)(b)(c)


## 5.1. Realization of Stress-Seepage Coupled in FEM

The basic idea of the finite element method (FEM) to solve the stress-seepage coupled equation is as follows: (i) discretize the calculation area into a combination of several finite elements; (ii) take an appropriate weight function to characterize the distribution law of pore pressure and displacement inside the unit; (iii) based on the basic differential equations and definite solution conditions, establish the element governing equations that satisfy the pore pressure and deformation of the element nodes by the variational method or the weighted residual method; (iv) assemble the element governing equations as a whole in the order of node numbers, and establish an overall finite element equation system with unknown values of pore pressure and deformation of all nodes in the calculation area; (v) obtain the pore pressure value and deformation value of the node by solving the equation system, so as to obtain the pore pressure and deformation distribution of the entire calculation area.Duncan-Chang model was used to describe the stress-strain relationship of the completely weathered and strongly weathered layer, clay core, and shell materials, while the linear elastic model was used for the weakly weathered layer, heavy curtain, and inverted layer materials. Triaxial tests were carried out on the various materials, and constitutive parameters were obtained, as shown in Table2. The permeability coefficients of various materials used in the model are shown in Table 1, where c, φ, K, n, Rf, Kb, and m are parameters in the Duncan-Chang model, and E and v are parameters in the linear elastic model.Table 2
Constitutive parameters of various materials of the dam.
Dam materialsDuncan-Chang modelc (kPa)φ (°)KnRfKbmCompletely weathering material47.538.3143.30.730.74538.750.77Strongly weathered material10038.012000.280.8212000.21Clay core material31.035.4152.80.730.70541.750.73Shell material17.336.11230.690.68547.80.68Dam materialsLinear elastic modelE (GPa)υImpervious wall material25.50.167Inverted layer material20.00.2Weakly weathered material18.00.2


## 5.2. Simulation Model and Boundary Condition

Based on the layout plan of the No. 4 dam cross-section and geological conditions, a three-dimensional finite element analysis model is established for the No. 4 dam, as shown in Figure5. The model has 15510 divided elements, all of which are 8-node isoparametric elements, and the total number of nodes is 17572. The x-axis direction in Figure 5 is the dam axis direction, the y-axis is the upstream and downstream direction, and the z-axis is the vertical direction. The upstream and downstream range of the model is −340∼320 m, and the elevation range is −130∼63.5 m. Since the dam crest elevation is 63.5 m, it is reasonable to take the elevation of the top of the model to 63.5 m. The boundary conditions for seepage calculation are taken as follows: the bottom of the dam is regarded as the impervious boundary; the left side is the upstream water head boundary; the right side is the downstream water head boundary. The boundary condition for the stress calculation part is that the bottom of the dam is constrained by the displacement in the x and y directions.Figure 5
Three-dimensional finite element model of the No. 4 dam of Gongming Reservoir.Since the Gongming Reservoir has been in operation for many years, the water level has little changed during the operation, and the dam has basically been in a stable state of consolidation. Therefore, two working conditions of the normal water level and the sharp drop in the storage level (water level suddenly drops from the normal water level to the dead water level) are selected for FEM calculation and analysis.


## 5.3. Results and Analysis

To verify the rationality of the finite element model and calculation parameters, the phreatic line under the normal storage water level was calculated using the FEM, and the calculated result was compared to the measured value. The measured and calculated phreatic lines of the dam section under the normal water storage condition are shown in Figure3. The calculated value of the three-dimensional finite element stable seepage is in good agreement with the measured value, which proves the rationality of the finite element model and calculation parameters.Figure6 shows the cloud map of the major and minor principal stresses and total stress of a certain section of the dam under the normal water storage condition. It can be seen that the major and minor principal stresses of the section are distributed in layers, and they increase with the increase of depth. Since the concrete anti-seepage wall arranged at the dam base cuts off the completely weathered layer of the dam, a large stress is generated in the soil around the anti-seepage wall, as shown in Figure 6(c).Figure 6
Cloud map of stress distribution of dam under the normal storage water level condition (MPa): (a) major principal stress; (b) minor principal stress; (c) total stress.
(a)(b)(c)Figure7 gives the curve of the settlement of the dam crest on the upstream side with time under the condition of the sharp drop in the storage level. When the reservoir water level drops suddenly, the settlement of the dam crest has a gradual increase as a result of the self-weight load of the dam. The process of pore pressure dissipation is almost synchronous with the occurrence of dam crest settlement. When the pore pressure is completely dissipated, the settlement deformation basically stops.Figure 7
Variation curve of dam crest settlement with time after the sharp drop in the storage level.Figures8–10 present the deformation of the dam at different times under the condition of the sharp drop in the storage level. Due to the water lever dropping from normal storage water level to the dead water lever, the static pore water pressure in the dam above the dead water level is transformed into the excess pore water pressure. With the dissipation of the excess pore water pressure, the effective stress of the dam increases, so only the part of the dam above the dead water level is deformed, which further results in a horizontal displacement upstream of the dam crest and a horizontal displacement downstream of the upstream dam foot. Overall, the deformation of the dam caused by the sharp drop in reservoir water, which is less than 0.1 m, is not large.Figure 8
Deformation of dam on the 20th day after the sharp drop in the storage level (m): (a) settlement; (b) lateral displacement.
(a)(b)Figure 9
Deformation of dam on the 80th day after the sharp drop in the storage level (m): (a) settlement; (b) lateral displacement.
(a)(b)Figure 10
Deformation of dam on the 200th day after the sharp drop in the storage level (m): (a) settlement; (b) lateral displacement.
(a)(b)Figure11 shows the cloud map of the major and minor principal stresses and total stress of the dam after the dissipation of the excess pore water pressure. Since the deformation of the dam is small, the effective stress increase caused by the dissipation of pore pressure is not obvious, resulting in that the stress distribution after the dissipation of pore pressure is basically unchanged from that under the normal storage water level.Figure 11
Cloud map of stress distribution of dam after the dissipation of the excess pore water pressure (MPa): (a) major principal stress; (b) minor principal stress; (c) total stress.
(a)(b)(c)


## 6. Stability Analysis

At present, the limit equilibrium method is usually used to analyze the stability of the dam analysis, in which the dam material is always assumed to be rigid [17–20]. However, the material is not but has a certain deformation capacity. To evaluate the stability of the dam accurately, the above stresses of the dam under the normal storage water level condition and after the dissipation of the excess pore water pressure calculated by FEM were used to analyze the No. 4 dam stability.The Bishop method is one of the several methods of slices developed to assess the stability of slopes and derive the associated factor of safety [21–23]. This method combined with the stress calculated by FEM is used to analyze the No. 4 dam stability. The normal stress σN and tangential stress τ on the sliding surface can be obtained:(7)σn=σysin2α+σzcos2α−2τyzsinαcosα,τ=τyzsin2α−cos2α−σz−σysinαcosα,where σy, σz, and τyz are the stress components of the simulation result; α is the angle between the sliding surface and the horizontal line. An arc-shaped sliding surface is assumed in the Bishop slice method. The equation calculating the safety factor Fs is expressed as(8)Fs=∑σnitanφ+cli∑τili,where li is the arc length of the ith soil strip, φ is the friction angle of soil, c is the cohesion of soil, σni is the normal stress of the ith soil strip, and τi is the shear stress of the ith soil strip.Figure12 gives the most dangerous sliding surface and the safety factor of the dam slope under the normal storage water level obtained by using simulation results and by assuming that the dam materials are rigid. Figure 13 gives the most dangerous sliding surface and the safety factor of the dam slope after the dissipation of the excess pore water pressure obtained by using simulation results and by assuming that the dam materials are rigid. It can be seen from Figures 12 and 13 that the position of the sliding surface obtained by the two methods is different, and the safety factor Fs obtained by using simulation results is smaller than that calculated by assuming that the dam materials are rigid. According to the reservoir capacity of Gongming Reservoir and the importance of the water supply object, the project grade is determined as grade II, and the dam grade is determined as grade 2. According to the Chinese standard (SL274-2020), the safety factor under the condition of the sharp drop in the storage level shall not be less than 1.25 for class II dams. The calculated results by two methods (Fs = 1.327 and 1.458) meet the requirement, but the safety factor is close to the allowable value.Figure 12
The most dangerous sliding surface and safety factor of dam under the normal storage water level.Figure 13
The most dangerous sliding surface and safety factor of dam after the dissipation of the excess pore water pressure.


## 7. Conclusion

A series of seepage tests were conducted on the dam materials to analyze the leakage causes of the No. 4 clay core rockfill dam, and a three-dimensional finite element stress-seepage coupled calculation model of the dam was established to study the deformation and stresses of the dam under the condition of normal storage water level and the sharp drop in the storage level. Based on the finite element (FE) results, the stability of the dam was analyzed. The conclusions are as follows:(i)
The permeability coefficient of thec clay core material of the No. 4 core rockfill dam in Gongming Reservoir is close to that of the shell material. Therefore, even if the reservoir water level is low, the seepage surface of the dam is still high, resulting in multiple leakages of the dam.(ii)
The deformation of No. 4 core rockfill dam is small under the condition of normal storage water level and the sharp drop in the storage level, and the stress distribution under the condition of the sharp drop in the storage level is basically consistent with that under the condition of normal storage water level.(iii)
The safety factor obtained by using simulation results is smaller than that calculated by assuming that the dam materials are rigid. The calculated results by two methods meet the requirement of the specification, but the safety factor is close to the allowable value.



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*Source: 6944442-2022-08-29.xml*