# Simulation Parameter Test and Seepage Effect Analysis of Pile-Anchor Support for Binary Slope

Authors: Xuhe Gao; Weiping Tian; Zhipei Zhang; Jiachun Li; Hongliang Qi
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

It is a difficult point in the field of geotechnical engineering to test the simulation parameters of the pile-anchor supporting structure of slope excavation and analyze the effect of seepage on the stress of the structure. This study relies on the right side slope treatment project of a highway in Guizhou Province. Aiming at the defect that the current numerical simulation parameter selection is fuzzy, the deep displacement monitoring data andP value inspection method are used to check the simulation parameters. We establish a 2D finite element model of slope excavation and support. The superposition calculation method of pore water pressure was used to analyze the stress characteristics of the slope-supporting structure after applying steady-state seepage. The analysis shows the following. ① Initial support stage: the steady-state seepage causes the axial force extreme value of the prestressed anchor cable to increase by 11.22% at this stage. ② Secondary support stage: the steady-state seepage reduces the shear limit of the antislide pile by 3.11% and the bending moment by 14.90%. ③ Comparative analysis of the two supporting phases: the newly constructed pile-anchor supporting structure has a significant effect on the original pile-anchor supporting structure. At the same time, the bending and shearing resistance of the newly added antislide piles has not been fully exerted. The research results provide new ideas for the research on the safety control ability of the slope support construction process.


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## Body

## 1. Introduction

Slopes can be classified into three major categories—soil slopes, rock slopes, and rock-soil mixed slopes—based on their composite materials. In rock-soil mixed slopes, the lower part of the slope is a rock layer, whereas the upper part is a soil layer; these slopes are also known as binary-structure slopes. As there are many mountains in southwestern China, buildings and infrastructure are frequently built in the mountains. The binary-structure slope is a common structural form in this setting as the mountain surface is overlaid by a loosely accumulated soil layer and the lower layer is hard bedrock. As the structural plane is the interface between the soil and rock layers, it is important to conduct a qualitative analysis of the factors that affect slope stability and the mechanisms of slope instability and to quantitatively evaluate slope protection methods [1, 2].


### 1.1. Existing Research on Antislide Pile Supporting Structures

The pressure method is currently widely used in a variety of engineering projects and requires consideration of two key factors for effective implementation: the size and distribution of the landslide thrust behind the pile and the calculated resistance of the soil in front of the pile. In China, the transfer coefficient method is the standard method used to calculate landslide thrust. Dai et al. [3] determined that the landslide thrust distribution and its reasonable operating point are likely related to the landslide type, sliding surface shape, and stratum properties. Notably, the slope protection pile is a passive pile, and landslide thrust can only be generated when displacement of the soil around the pile occurs. However, the central concept of the pressure method is directly contrary to the actual pile-soil interactions. Thus, the displacement method may be used to calculate the pile-soil interaction in a manner that is more consistent with the actual interactions. In [4], three groups of spring columns were used to describe the relationship between piles and soil. Based on the characteristics of the three groups of spring columns and the displacement of the soil, the strength of the pile body was determined. Compared with the pressure method, the displacement method improves the simulation of the pile-soil interaction, but it is limited due to the need to estimate the free lateral displacement of the rock and soil body surrounding the pile.Numerical analysis methods must not only consider the pile-soil interaction but also simulate the soil arching effect. These methods can also directly or indirectly determine the most dangerous slope sliding surface and internal pile forces. Therefore, numerical analysis methods have experienced unprecedented development in recent decades. For example, Chen [5] used the structural elements built by FLAC3D software to simulate prestressed anchor cable antislide columns and quantitatively analyzed the stress and deformation characteristics of the piles before and after reinforcement. However, there was no discussion of parameter verification or process analysis methods in this study, which is necessary for improved numerical analysis studies.


### 1.2. Existing Research on Prestressed Anchor Supporting Structures

Hyet et al. [6], Jiao et al. [7], and Wilson et al. [8] used field and laboratory tests to identify that the characteristic of the cement mortar is one of the main factors affecting the bearing capacity of the bolts in prestressed anchor supporting structures. The water-cement ratio (W/C), anchorage length, and confining pressure will also have an effect on the bolts’ anchorage bearing capacity. Guo and Wang [9] studied and analyzed the supporting effects and action capabilities of anchor rods under different geological conditions based on the common theory of bolt load. They concluded that in fractured geological rock layers, the anchor rods significantly affect the overall stability and that this effect varies with the geological engineering conditions. Zhu et al. [10] used the Duncan–Zhang, Hoek–Brown, and Mohr–Coulomb yield criteria to conduct a mechanical analysis of different rock support effects. The study concluded that after the rock is anchored, the C value and shear strength may be increased. However, there was no discussion of the parameters used in the calculation of the strength criterion.He et al. [11] noted that there is a discrepancy between the simplified assumptions of traditional design methods and the measured results. Considering the effects of a gradual loss of mechanical bite force, chemical adhesive force, and interfacial friction force on the interface bond strength, the study established a new theoretical model and a friction contact interface element. These tools can be used to simulate the mechanical properties of the anchor rod and the rock-soil interface using a numerical model for simulation and analysis. The study also provided a comparative analysis of the traditional design methods and the measured results, which proves that the traditional design process has certain errors. However, similar to previous studies, there was no analysis of the effectiveness or validity of the parameter selection nor was there a discussion of process analysis.There have been a number of other studies on prestressed anchor supporting structures. Jia et al. [12] compared the flexible support of prestressed anchors with soil nail support under the same geological conditions and showed that prestressing can effectively control the slip field of foundation pits. Wei and Chen [13] discussed the limitations of current numerical simulations in geotechnical engineering and developed a calculation process using both the strength reduction and bolt optimization calculation models that considers the friction effect of the bolt along the grouting body. Lin and Cao [14] analyzed the effect of bolt length on slope stability and the mechanical response to the bolt by establishing a double spring element numerical model. The analysis revealed that there is an effective anchor length when the anchor rod maximally reinforces the slope. Thus, for permanent slope-supporting anchor structures, the length of the bottom anchor should be appropriately increased. Despite the important results of these studies, none discussed the validation of their parameter selection methods or provided a full process analysis, limiting the potential applications of these results.


### 1.3. Overview of the Present Study

In summary, over the past few decades, many scholars have conducted research on the stability of soil slopes and pile-anchor supporting structures. For example, Ong et al. [15–19] studied the characteristics of pile-soil interaction when using antislide piles to support the slope formation during excavation. At the same time, there are also scholars who conducted research on the seepage mechanism of slope excavation [20–22]. While progress has been made, most studies assume that the slope body is composed of homogeneous soil; however, the actual geological conditions of most slopes are more complex and heterogeneous. Furthermore, most work to date has relied on a single indoor experiment, numerical simulation of a given parameter, or theoretical exploratory qualitative analysis based on mathematical calculations. Based on previous studies, we investigated the right side slope treatment project of a highway in Guizhou Province and used the strength reduction method to analyze the binary-structure slope. Finite element simulation was performed to model the deformation process of the slope and pile-anchor supporting structures in response to superimposed pore water pressure. Finally, we provide a validation of the simulation parameters and an analysis of the process used in this work. The results of this study may therefore provide a basis for the design and construction of slope management projects, while enriching the theory and research methods for analysis of supporting structure stability under the condition of seepage flow on binary slopes.


## 1.1. Existing Research on Antislide Pile Supporting Structures

The pressure method is currently widely used in a variety of engineering projects and requires consideration of two key factors for effective implementation: the size and distribution of the landslide thrust behind the pile and the calculated resistance of the soil in front of the pile. In China, the transfer coefficient method is the standard method used to calculate landslide thrust. Dai et al. [3] determined that the landslide thrust distribution and its reasonable operating point are likely related to the landslide type, sliding surface shape, and stratum properties. Notably, the slope protection pile is a passive pile, and landslide thrust can only be generated when displacement of the soil around the pile occurs. However, the central concept of the pressure method is directly contrary to the actual pile-soil interactions. Thus, the displacement method may be used to calculate the pile-soil interaction in a manner that is more consistent with the actual interactions. In [4], three groups of spring columns were used to describe the relationship between piles and soil. Based on the characteristics of the three groups of spring columns and the displacement of the soil, the strength of the pile body was determined. Compared with the pressure method, the displacement method improves the simulation of the pile-soil interaction, but it is limited due to the need to estimate the free lateral displacement of the rock and soil body surrounding the pile.Numerical analysis methods must not only consider the pile-soil interaction but also simulate the soil arching effect. These methods can also directly or indirectly determine the most dangerous slope sliding surface and internal pile forces. Therefore, numerical analysis methods have experienced unprecedented development in recent decades. For example, Chen [5] used the structural elements built by FLAC3D software to simulate prestressed anchor cable antislide columns and quantitatively analyzed the stress and deformation characteristics of the piles before and after reinforcement. However, there was no discussion of parameter verification or process analysis methods in this study, which is necessary for improved numerical analysis studies.


## 1.2. Existing Research on Prestressed Anchor Supporting Structures

Hyet et al. [6], Jiao et al. [7], and Wilson et al. [8] used field and laboratory tests to identify that the characteristic of the cement mortar is one of the main factors affecting the bearing capacity of the bolts in prestressed anchor supporting structures. The water-cement ratio (W/C), anchorage length, and confining pressure will also have an effect on the bolts’ anchorage bearing capacity. Guo and Wang [9] studied and analyzed the supporting effects and action capabilities of anchor rods under different geological conditions based on the common theory of bolt load. They concluded that in fractured geological rock layers, the anchor rods significantly affect the overall stability and that this effect varies with the geological engineering conditions. Zhu et al. [10] used the Duncan–Zhang, Hoek–Brown, and Mohr–Coulomb yield criteria to conduct a mechanical analysis of different rock support effects. The study concluded that after the rock is anchored, the C value and shear strength may be increased. However, there was no discussion of the parameters used in the calculation of the strength criterion.He et al. [11] noted that there is a discrepancy between the simplified assumptions of traditional design methods and the measured results. Considering the effects of a gradual loss of mechanical bite force, chemical adhesive force, and interfacial friction force on the interface bond strength, the study established a new theoretical model and a friction contact interface element. These tools can be used to simulate the mechanical properties of the anchor rod and the rock-soil interface using a numerical model for simulation and analysis. The study also provided a comparative analysis of the traditional design methods and the measured results, which proves that the traditional design process has certain errors. However, similar to previous studies, there was no analysis of the effectiveness or validity of the parameter selection nor was there a discussion of process analysis.There have been a number of other studies on prestressed anchor supporting structures. Jia et al. [12] compared the flexible support of prestressed anchors with soil nail support under the same geological conditions and showed that prestressing can effectively control the slip field of foundation pits. Wei and Chen [13] discussed the limitations of current numerical simulations in geotechnical engineering and developed a calculation process using both the strength reduction and bolt optimization calculation models that considers the friction effect of the bolt along the grouting body. Lin and Cao [14] analyzed the effect of bolt length on slope stability and the mechanical response to the bolt by establishing a double spring element numerical model. The analysis revealed that there is an effective anchor length when the anchor rod maximally reinforces the slope. Thus, for permanent slope-supporting anchor structures, the length of the bottom anchor should be appropriately increased. Despite the important results of these studies, none discussed the validation of their parameter selection methods or provided a full process analysis, limiting the potential applications of these results.


## 1.3. Overview of the Present Study

In summary, over the past few decades, many scholars have conducted research on the stability of soil slopes and pile-anchor supporting structures. For example, Ong et al. [15–19] studied the characteristics of pile-soil interaction when using antislide piles to support the slope formation during excavation. At the same time, there are also scholars who conducted research on the seepage mechanism of slope excavation [20–22]. While progress has been made, most studies assume that the slope body is composed of homogeneous soil; however, the actual geological conditions of most slopes are more complex and heterogeneous. Furthermore, most work to date has relied on a single indoor experiment, numerical simulation of a given parameter, or theoretical exploratory qualitative analysis based on mathematical calculations. Based on previous studies, we investigated the right side slope treatment project of a highway in Guizhou Province and used the strength reduction method to analyze the binary-structure slope. Finite element simulation was performed to model the deformation process of the slope and pile-anchor supporting structures in response to superimposed pore water pressure. Finally, we provide a validation of the simulation parameters and an analysis of the process used in this work. The results of this study may therefore provide a basis for the design and construction of slope management projects, while enriching the theory and research methods for analysis of supporting structure stability under the condition of seepage flow on binary slopes.


## 2. Materials and Methods

### 2.1. Study Area Characteristics

#### 2.1.1. Slope Sliding History

During the excavation of the slope, tension cracks formed on the ground surface three times. Accordingly, different degrees of slippage occurred, and construction safety was seriously affected. The first instance occurred on April 3, 2014, when ground cracks formed in section K5 + 680 to K5 + 770, causing slope slip. The second instance occurred on June 1, 2014, in the K5 + 540 to K5 + 680 section of the right slope between 30 and 50 m north of the west side. Due to the lack of timely treatment and continuous rainfall, the first landslide continued to develop, inducing a second traction slip. The third occurrence was on September 28, 2014, when ground surface subsidence occurred between K5 + 385 and K5 + 500.


#### 2.1.2. Regional Meteorology and Hydrology

The climate of the region is characterized by four distinct seasons, including a hot, rainy season and a bright, hot, dry season. The average rainfall is 1369.6 mm and the precipitation is concentrated between May and October. A rain-source “V”-shaped valley is present in this slope section.The surface water in the landslide area is mainly rain-source ditch and stream water formed by surface runoff due to atmospheric precipitation. This surface water has a scouring effect on the slope during the rainy season. Based on the lithology and the hydrodynamic characteristics of this slope section, the groundwater in this area is divided into loose accumulation pore water and bedrock fissure water.


#### 2.1.3. Arrangement of Monitoring Points

There are five deep displacement monitoring points arranged in this slope section (Table1).Table 1
Deep displacement monitoring point details.
Monitoring point numberLaying depth of measuring tube (m)Installation dateNotes1AJC0819.52015.01.11Damage1AJC0924.02015.01.07—1AJC1018.52015.01.13—1AJC1121.52015.01.04—1AJC1218.52015.01.02—The schematic of the deep displacement monitoring point locations is shown in Figure1, and a cross-sectional view of the slope is shown in Figure 2.Figure 1
Schematic of deep hole displacement monitoring locations.Figure 2
Cross-sectional view of the slope at K5 + 420.


### 2.2. Strength Reduction Theory

The safety factor of slope stability is defined in the strength reduction method as the degree to which the shear strength of the rock and soil is reduced when the slope just reaches the critical failure state. Thus, the safety factor is the ratio of the actual rock and soil shear strength to the reduced shear strength at failure. The main points of the strength reduction method are defined by equations (1) and (2), which are used to adjust the strength indices of the rock and soil. Based on these formulas, numerical analysis of the slope stability was performed, and the shear strength reduction factor was continuously increased. The calculation was repeated until the slope reached the critical failure state, and the strength reduction factor at this point was taken as the safety factor Fs. The formulas are as follows:(1)cF=cFtrial,(2)tanφF=tanφFtrial,where c is the cohesive force, φ is the friction angle, cF is the reduced cohesive force, φF is the reduced friction angle, and Ftrial is the strength reduction factor.


### 2.3. Numerical Model Development

#### 2.3.1. Simulation Assumptions and Regions

Midas/GTS software was selected for modelling. By analyzing the geological conditions of the slope and the actual conditions of excavation, support, and the environment in which the slope is located, the following assumptions were made to simplify the numerical analysis:(1)
Rock and soil form an ideal elastoplastic body, which obeys the Mohr–Coulomb strength criterion.(2)
The impact of groundwater and seepage on the overall project can be simplified into a stable flow.(3)
Each structural unit in the pile-anchor supporting structure is completely elastic. The supporting pile obeys an elastic constitutive model and the anchor cable behaves as an implanted truss unit.According to the K5 + 420 cross-sectional diagram (Figure2), combined with the requirements of the simulation calculations, the default model size along the route (Z direction) was 1 m, with a total width of 150 m and a height of 80 m. Define the geotechnical layer grid unit as the plane strain unit.Initial Support Construction Stage. Antisliding piles were added at the third-level platform (see Figure 2). The cross-sectional width (X direction) of the antisliding piles was 3 m, and the length (Y direction) of the piles was 30 m. The antislide pile adopts a 1D element in which the mesh is first divided and then the free line is extracted from the node so as to obtain a linear beam element for calculation. Three levels of anchor cables were added for grades 2 and 3. The slope was reinforced every 3 m by prestressed anchor cables with a downward tilt of 20°. The total length of the anchor cable was 20 m, the anchor section was 10 m long, and the anchor cable prestress was 500 kN.In the model of the second support construction stage, an anchor cable beam was added to the top of the antisliding pile on the third-level platform. The anchor cable had a downward tilt of 28°, a length of 33 m, an anchor section length of 11 m, and a prestress of 750 kN. The antisliding pile had a cross section width (X direction) of 3 m and a length (Y direction) of 33 m. The definition method of antislide pile is consistent with the initial construction. The anchor cable at the top of the pile was angled downward by 20°, the anchor cable was 33 m long, the anchor was 12 m long, and the anchor cable was prestressed at 750 kN.Drainage holes were arranged on the surface of the first slope, with the water outlet located 4 m higher than the platform. Drainage holes were also arranged on the surface of the second slope, with the water outlet located 1.5 m higher than the platform. The water inlet of the drainage hole penetrated 1 m into the sliding zone and was tilted upwards by 6°. The strata were divided into sliding layers, gravelly soil (accumulation), strongly weathered mudstone, and moderately weathered mudstone. The specific layout of these features is shown in Figure3, which depicts the geometric design model.Figure 3
Geometric schematic of the K5 + 420 slope section used for modelling.


#### 2.3.2. Model Boundary Conditions

The boundary conditions of the model were as follows:(1)
TheX-axis direction of the left and right boundaries of the model is a constraint boundary. Thus, u = 0, where u is the displacement in the X direction, v is the displacement in the Y direction, and w is the displacement in the Z direction.(2)
TheZ-axis direction of the front and back boundaries of the model is a constraint boundary. Thus, w = 0.(3)
The upper boundary of the model is set as a free boundary and no constraint is given.The water head at the boundary node on the right was 80 m and that on the left was 30 m. The head of the slope drainage node was at 0 and was a pressure head. The steady-state seepage calculation conditions were designed to obtain pore water pressure, which was then exerted to the three working conditions of slope excavation, primary support construction, and secondary support construction.The Mohr–Coulomb elastoplastic strength criterion was used in the calculation. The initial stress is predominantly the stress from the self-weight of the geological formation. Based on the above assumptions and considerations, a model with a length, width, and height of 150 × 1 × 80 m, respectively, was established. The model had a total of 11343 units and 22841 nodes, as shown in Figure4.Figure 4
Mesh model diagram of the K5 + 420 slope section.


#### 2.3.3. Process Analysis

Both the state of a slope management project and the process of developing and modelling the project are important. Slope management projects rarely have engineering accidents at the time of completion or operation, but most of them have issues during construction. To address this discrepancy, we propose steady-state seepage superposition calculations and a slope-supporting process analysis method. The simulation is based on the calculation and analysis of four operating conditions: seepage calculation, slope excavation, first support construction stage, and second support construction stage. An overview of the process is shown in Figure5.Figure 5
Modelling and calculation process flowchart.


#### 2.3.4. Initial Parameter Determination

The initial parameters for the concrete and anchor cables were determined according to the definitions provided by the construction code. The physical and mechanical parameters of the rock and soil layer were determined by geotechnical tests and verified using the key data self-verification methods (see Section2.3.5 for details). Tables 2–4 list the parameters required for the calculation model.Table 2
Rock and soil parameters.
Soil layerElastic modulus (kN/m2)Poisson’s ratioAngle of internal friction (°)Cohesion forces (kN/m2)Natural unit weight (kN/m3)Saturated unit weight (kN/m3)Permeability coefficient (m/d)SPT (N)Sliding layer1600000.2810.51218.018.50.1018Gravel soil800000.3015.03017.518.00.1033Strongly weathered mudstone2000000.2519.05019.520.00.20—Moderately weathered mudstone12000000.2028.031020.521.00.02—Table 3
Mechanical parameters of the support structures.
StructureElastic modulus (kN/m2)Unit weight (kN/m3)Poisson’s ratioAntislide pile2.40E725.00.3Anchor2.05E878.50.2Table 4
Parameters of the anchor cables.
Anchor cable classificationSlope spacing (m)Total length (m)Anchoring section (m)Prestress (kN)Tilt angle (°)Aperture (mm)Initial supportThird slope132010500201302320105002013033201050020130Second slope132010500201302320105002013033201050020130Secondary supportLevel 3—331175028130Level 2—331275020130


#### 2.3.5. Simulation Parameter Verification

Current slope stability analyses and quantitative calculations are mainly determined by several key geotechnical parameters, which has been a contentious issue in this field. Parameters are currently determined by geotechnical testing, statistical inference from data obtained from many similar strata, or by determination from empirical data. Each of these methods has its shortcomings. Since the parameters obtained by geotechnical testing differ from the actual project, they typically need to be revised. Parameters determined from statistical data are only applicable to ordinary strata and require the accumulation of a lot of engineering data. Empirical data are convenient to use but lack robustness. In addition, all three parameter selection methods are unsuitable for special geological environments as their universality is poor. Thus, a robust method that can use field monitoring data to self-verify the main parameters is critical to the sustainable development of slope support engineering projects that rely on traditional theoretical calculations and finite element analysis.This study proposes and uses deep displacement monitoring data andP value inspection methods to check simulation parameters. As we all know, the choice of physical and mechanical parameters must be as reasonable as possible. However, there are many potential uncertain factors (including simplifying soil and rock to ideal homogeneous materials, data collection, processing and conversion, and so on). Therefore, when the parameter selection basis is not convincing, the data obtained through monitoring are used to check the initial simulation trial calculation results. When the deviation between the result obtained by the simulation trial calculation and the monitoring value is within a certain range (P>0.01), it is considered that the physical and mechanical parameters selected by the calculation model are reasonable. After that, perform simulation calculations for other working conditions.


## 2.1. Study Area Characteristics

### 2.1.1. Slope Sliding History

During the excavation of the slope, tension cracks formed on the ground surface three times. Accordingly, different degrees of slippage occurred, and construction safety was seriously affected. The first instance occurred on April 3, 2014, when ground cracks formed in section K5 + 680 to K5 + 770, causing slope slip. The second instance occurred on June 1, 2014, in the K5 + 540 to K5 + 680 section of the right slope between 30 and 50 m north of the west side. Due to the lack of timely treatment and continuous rainfall, the first landslide continued to develop, inducing a second traction slip. The third occurrence was on September 28, 2014, when ground surface subsidence occurred between K5 + 385 and K5 + 500.


### 2.1.2. Regional Meteorology and Hydrology

The climate of the region is characterized by four distinct seasons, including a hot, rainy season and a bright, hot, dry season. The average rainfall is 1369.6 mm and the precipitation is concentrated between May and October. A rain-source “V”-shaped valley is present in this slope section.The surface water in the landslide area is mainly rain-source ditch and stream water formed by surface runoff due to atmospheric precipitation. This surface water has a scouring effect on the slope during the rainy season. Based on the lithology and the hydrodynamic characteristics of this slope section, the groundwater in this area is divided into loose accumulation pore water and bedrock fissure water.


### 2.1.3. Arrangement of Monitoring Points

There are five deep displacement monitoring points arranged in this slope section (Table1).Table 1
Deep displacement monitoring point details.
Monitoring point numberLaying depth of measuring tube (m)Installation dateNotes1AJC0819.52015.01.11Damage1AJC0924.02015.01.07—1AJC1018.52015.01.13—1AJC1121.52015.01.04—1AJC1218.52015.01.02—The schematic of the deep displacement monitoring point locations is shown in Figure1, and a cross-sectional view of the slope is shown in Figure 2.Figure 1
Schematic of deep hole displacement monitoring locations.Figure 2
Cross-sectional view of the slope at K5 + 420.


## 2.1.1. Slope Sliding History

During the excavation of the slope, tension cracks formed on the ground surface three times. Accordingly, different degrees of slippage occurred, and construction safety was seriously affected. The first instance occurred on April 3, 2014, when ground cracks formed in section K5 + 680 to K5 + 770, causing slope slip. The second instance occurred on June 1, 2014, in the K5 + 540 to K5 + 680 section of the right slope between 30 and 50 m north of the west side. Due to the lack of timely treatment and continuous rainfall, the first landslide continued to develop, inducing a second traction slip. The third occurrence was on September 28, 2014, when ground surface subsidence occurred between K5 + 385 and K5 + 500.


## 2.1.2. Regional Meteorology and Hydrology

The climate of the region is characterized by four distinct seasons, including a hot, rainy season and a bright, hot, dry season. The average rainfall is 1369.6 mm and the precipitation is concentrated between May and October. A rain-source “V”-shaped valley is present in this slope section.The surface water in the landslide area is mainly rain-source ditch and stream water formed by surface runoff due to atmospheric precipitation. This surface water has a scouring effect on the slope during the rainy season. Based on the lithology and the hydrodynamic characteristics of this slope section, the groundwater in this area is divided into loose accumulation pore water and bedrock fissure water.


## 2.1.3. Arrangement of Monitoring Points

There are five deep displacement monitoring points arranged in this slope section (Table1).Table 1
Deep displacement monitoring point details.
Monitoring point numberLaying depth of measuring tube (m)Installation dateNotes1AJC0819.52015.01.11Damage1AJC0924.02015.01.07—1AJC1018.52015.01.13—1AJC1121.52015.01.04—1AJC1218.52015.01.02—The schematic of the deep displacement monitoring point locations is shown in Figure1, and a cross-sectional view of the slope is shown in Figure 2.Figure 1
Schematic of deep hole displacement monitoring locations.Figure 2
Cross-sectional view of the slope at K5 + 420.


## 2.2. Strength Reduction Theory

The safety factor of slope stability is defined in the strength reduction method as the degree to which the shear strength of the rock and soil is reduced when the slope just reaches the critical failure state. Thus, the safety factor is the ratio of the actual rock and soil shear strength to the reduced shear strength at failure. The main points of the strength reduction method are defined by equations (1) and (2), which are used to adjust the strength indices of the rock and soil. Based on these formulas, numerical analysis of the slope stability was performed, and the shear strength reduction factor was continuously increased. The calculation was repeated until the slope reached the critical failure state, and the strength reduction factor at this point was taken as the safety factor Fs. The formulas are as follows:(1)cF=cFtrial,(2)tanφF=tanφFtrial,where c is the cohesive force, φ is the friction angle, cF is the reduced cohesive force, φF is the reduced friction angle, and Ftrial is the strength reduction factor.


## 2.3. Numerical Model Development

### 2.3.1. Simulation Assumptions and Regions

Midas/GTS software was selected for modelling. By analyzing the geological conditions of the slope and the actual conditions of excavation, support, and the environment in which the slope is located, the following assumptions were made to simplify the numerical analysis:(1)
Rock and soil form an ideal elastoplastic body, which obeys the Mohr–Coulomb strength criterion.(2)
The impact of groundwater and seepage on the overall project can be simplified into a stable flow.(3)
Each structural unit in the pile-anchor supporting structure is completely elastic. The supporting pile obeys an elastic constitutive model and the anchor cable behaves as an implanted truss unit.According to the K5 + 420 cross-sectional diagram (Figure2), combined with the requirements of the simulation calculations, the default model size along the route (Z direction) was 1 m, with a total width of 150 m and a height of 80 m. Define the geotechnical layer grid unit as the plane strain unit.Initial Support Construction Stage. Antisliding piles were added at the third-level platform (see Figure 2). The cross-sectional width (X direction) of the antisliding piles was 3 m, and the length (Y direction) of the piles was 30 m. The antislide pile adopts a 1D element in which the mesh is first divided and then the free line is extracted from the node so as to obtain a linear beam element for calculation. Three levels of anchor cables were added for grades 2 and 3. The slope was reinforced every 3 m by prestressed anchor cables with a downward tilt of 20°. The total length of the anchor cable was 20 m, the anchor section was 10 m long, and the anchor cable prestress was 500 kN.In the model of the second support construction stage, an anchor cable beam was added to the top of the antisliding pile on the third-level platform. The anchor cable had a downward tilt of 28°, a length of 33 m, an anchor section length of 11 m, and a prestress of 750 kN. The antisliding pile had a cross section width (X direction) of 3 m and a length (Y direction) of 33 m. The definition method of antislide pile is consistent with the initial construction. The anchor cable at the top of the pile was angled downward by 20°, the anchor cable was 33 m long, the anchor was 12 m long, and the anchor cable was prestressed at 750 kN.Drainage holes were arranged on the surface of the first slope, with the water outlet located 4 m higher than the platform. Drainage holes were also arranged on the surface of the second slope, with the water outlet located 1.5 m higher than the platform. The water inlet of the drainage hole penetrated 1 m into the sliding zone and was tilted upwards by 6°. The strata were divided into sliding layers, gravelly soil (accumulation), strongly weathered mudstone, and moderately weathered mudstone. The specific layout of these features is shown in Figure3, which depicts the geometric design model.Figure 3
Geometric schematic of the K5 + 420 slope section used for modelling.


### 2.3.2. Model Boundary Conditions

The boundary conditions of the model were as follows:(1)
TheX-axis direction of the left and right boundaries of the model is a constraint boundary. Thus, u = 0, where u is the displacement in the X direction, v is the displacement in the Y direction, and w is the displacement in the Z direction.(2)
TheZ-axis direction of the front and back boundaries of the model is a constraint boundary. Thus, w = 0.(3)
The upper boundary of the model is set as a free boundary and no constraint is given.The water head at the boundary node on the right was 80 m and that on the left was 30 m. The head of the slope drainage node was at 0 and was a pressure head. The steady-state seepage calculation conditions were designed to obtain pore water pressure, which was then exerted to the three working conditions of slope excavation, primary support construction, and secondary support construction.The Mohr–Coulomb elastoplastic strength criterion was used in the calculation. The initial stress is predominantly the stress from the self-weight of the geological formation. Based on the above assumptions and considerations, a model with a length, width, and height of 150 × 1 × 80 m, respectively, was established. The model had a total of 11343 units and 22841 nodes, as shown in Figure4.Figure 4
Mesh model diagram of the K5 + 420 slope section.


### 2.3.3. Process Analysis

Both the state of a slope management project and the process of developing and modelling the project are important. Slope management projects rarely have engineering accidents at the time of completion or operation, but most of them have issues during construction. To address this discrepancy, we propose steady-state seepage superposition calculations and a slope-supporting process analysis method. The simulation is based on the calculation and analysis of four operating conditions: seepage calculation, slope excavation, first support construction stage, and second support construction stage. An overview of the process is shown in Figure5.Figure 5
Modelling and calculation process flowchart.


### 2.3.4. Initial Parameter Determination

The initial parameters for the concrete and anchor cables were determined according to the definitions provided by the construction code. The physical and mechanical parameters of the rock and soil layer were determined by geotechnical tests and verified using the key data self-verification methods (see Section2.3.5 for details). Tables 2–4 list the parameters required for the calculation model.Table 2
Rock and soil parameters.
Soil layerElastic modulus (kN/m2)Poisson’s ratioAngle of internal friction (°)Cohesion forces (kN/m2)Natural unit weight (kN/m3)Saturated unit weight (kN/m3)Permeability coefficient (m/d)SPT (N)Sliding layer1600000.2810.51218.018.50.1018Gravel soil800000.3015.03017.518.00.1033Strongly weathered mudstone2000000.2519.05019.520.00.20—Moderately weathered mudstone12000000.2028.031020.521.00.02—Table 3
Mechanical parameters of the support structures.
StructureElastic modulus (kN/m2)Unit weight (kN/m3)Poisson’s ratioAntislide pile2.40E725.00.3Anchor2.05E878.50.2Table 4
Parameters of the anchor cables.
Anchor cable classificationSlope spacing (m)Total length (m)Anchoring section (m)Prestress (kN)Tilt angle (°)Aperture (mm)Initial supportThird slope132010500201302320105002013033201050020130Second slope132010500201302320105002013033201050020130Secondary supportLevel 3—331175028130Level 2—331275020130


### 2.3.5. Simulation Parameter Verification

Current slope stability analyses and quantitative calculations are mainly determined by several key geotechnical parameters, which has been a contentious issue in this field. Parameters are currently determined by geotechnical testing, statistical inference from data obtained from many similar strata, or by determination from empirical data. Each of these methods has its shortcomings. Since the parameters obtained by geotechnical testing differ from the actual project, they typically need to be revised. Parameters determined from statistical data are only applicable to ordinary strata and require the accumulation of a lot of engineering data. Empirical data are convenient to use but lack robustness. In addition, all three parameter selection methods are unsuitable for special geological environments as their universality is poor. Thus, a robust method that can use field monitoring data to self-verify the main parameters is critical to the sustainable development of slope support engineering projects that rely on traditional theoretical calculations and finite element analysis.This study proposes and uses deep displacement monitoring data andP value inspection methods to check simulation parameters. As we all know, the choice of physical and mechanical parameters must be as reasonable as possible. However, there are many potential uncertain factors (including simplifying soil and rock to ideal homogeneous materials, data collection, processing and conversion, and so on). Therefore, when the parameter selection basis is not convincing, the data obtained through monitoring are used to check the initial simulation trial calculation results. When the deviation between the result obtained by the simulation trial calculation and the monitoring value is within a certain range (P>0.01), it is considered that the physical and mechanical parameters selected by the calculation model are reasonable. After that, perform simulation calculations for other working conditions.


## 2.3.1. Simulation Assumptions and Regions

Midas/GTS software was selected for modelling. By analyzing the geological conditions of the slope and the actual conditions of excavation, support, and the environment in which the slope is located, the following assumptions were made to simplify the numerical analysis:(1)
Rock and soil form an ideal elastoplastic body, which obeys the Mohr–Coulomb strength criterion.(2)
The impact of groundwater and seepage on the overall project can be simplified into a stable flow.(3)
Each structural unit in the pile-anchor supporting structure is completely elastic. The supporting pile obeys an elastic constitutive model and the anchor cable behaves as an implanted truss unit.According to the K5 + 420 cross-sectional diagram (Figure2), combined with the requirements of the simulation calculations, the default model size along the route (Z direction) was 1 m, with a total width of 150 m and a height of 80 m. Define the geotechnical layer grid unit as the plane strain unit.Initial Support Construction Stage. Antisliding piles were added at the third-level platform (see Figure 2). The cross-sectional width (X direction) of the antisliding piles was 3 m, and the length (Y direction) of the piles was 30 m. The antislide pile adopts a 1D element in which the mesh is first divided and then the free line is extracted from the node so as to obtain a linear beam element for calculation. Three levels of anchor cables were added for grades 2 and 3. The slope was reinforced every 3 m by prestressed anchor cables with a downward tilt of 20°. The total length of the anchor cable was 20 m, the anchor section was 10 m long, and the anchor cable prestress was 500 kN.In the model of the second support construction stage, an anchor cable beam was added to the top of the antisliding pile on the third-level platform. The anchor cable had a downward tilt of 28°, a length of 33 m, an anchor section length of 11 m, and a prestress of 750 kN. The antisliding pile had a cross section width (X direction) of 3 m and a length (Y direction) of 33 m. The definition method of antislide pile is consistent with the initial construction. The anchor cable at the top of the pile was angled downward by 20°, the anchor cable was 33 m long, the anchor was 12 m long, and the anchor cable was prestressed at 750 kN.Drainage holes were arranged on the surface of the first slope, with the water outlet located 4 m higher than the platform. Drainage holes were also arranged on the surface of the second slope, with the water outlet located 1.5 m higher than the platform. The water inlet of the drainage hole penetrated 1 m into the sliding zone and was tilted upwards by 6°. The strata were divided into sliding layers, gravelly soil (accumulation), strongly weathered mudstone, and moderately weathered mudstone. The specific layout of these features is shown in Figure3, which depicts the geometric design model.Figure 3
Geometric schematic of the K5 + 420 slope section used for modelling.


## 2.3.2. Model Boundary Conditions

The boundary conditions of the model were as follows:(1)
TheX-axis direction of the left and right boundaries of the model is a constraint boundary. Thus, u = 0, where u is the displacement in the X direction, v is the displacement in the Y direction, and w is the displacement in the Z direction.(2)
TheZ-axis direction of the front and back boundaries of the model is a constraint boundary. Thus, w = 0.(3)
The upper boundary of the model is set as a free boundary and no constraint is given.The water head at the boundary node on the right was 80 m and that on the left was 30 m. The head of the slope drainage node was at 0 and was a pressure head. The steady-state seepage calculation conditions were designed to obtain pore water pressure, which was then exerted to the three working conditions of slope excavation, primary support construction, and secondary support construction.The Mohr–Coulomb elastoplastic strength criterion was used in the calculation. The initial stress is predominantly the stress from the self-weight of the geological formation. Based on the above assumptions and considerations, a model with a length, width, and height of 150 × 1 × 80 m, respectively, was established. The model had a total of 11343 units and 22841 nodes, as shown in Figure4.Figure 4
Mesh model diagram of the K5 + 420 slope section.


## 2.3.3. Process Analysis

Both the state of a slope management project and the process of developing and modelling the project are important. Slope management projects rarely have engineering accidents at the time of completion or operation, but most of them have issues during construction. To address this discrepancy, we propose steady-state seepage superposition calculations and a slope-supporting process analysis method. The simulation is based on the calculation and analysis of four operating conditions: seepage calculation, slope excavation, first support construction stage, and second support construction stage. An overview of the process is shown in Figure5.Figure 5
Modelling and calculation process flowchart.


## 2.3.4. Initial Parameter Determination

The initial parameters for the concrete and anchor cables were determined according to the definitions provided by the construction code. The physical and mechanical parameters of the rock and soil layer were determined by geotechnical tests and verified using the key data self-verification methods (see Section2.3.5 for details). Tables 2–4 list the parameters required for the calculation model.Table 2
Rock and soil parameters.
Soil layerElastic modulus (kN/m2)Poisson’s ratioAngle of internal friction (°)Cohesion forces (kN/m2)Natural unit weight (kN/m3)Saturated unit weight (kN/m3)Permeability coefficient (m/d)SPT (N)Sliding layer1600000.2810.51218.018.50.1018Gravel soil800000.3015.03017.518.00.1033Strongly weathered mudstone2000000.2519.05019.520.00.20—Moderately weathered mudstone12000000.2028.031020.521.00.02—Table 3
Mechanical parameters of the support structures.
StructureElastic modulus (kN/m2)Unit weight (kN/m3)Poisson’s ratioAntislide pile2.40E725.00.3Anchor2.05E878.50.2Table 4
Parameters of the anchor cables.
Anchor cable classificationSlope spacing (m)Total length (m)Anchoring section (m)Prestress (kN)Tilt angle (°)Aperture (mm)Initial supportThird slope132010500201302320105002013033201050020130Second slope132010500201302320105002013033201050020130Secondary supportLevel 3—331175028130Level 2—331275020130


## 2.3.5. Simulation Parameter Verification

Current slope stability analyses and quantitative calculations are mainly determined by several key geotechnical parameters, which has been a contentious issue in this field. Parameters are currently determined by geotechnical testing, statistical inference from data obtained from many similar strata, or by determination from empirical data. Each of these methods has its shortcomings. Since the parameters obtained by geotechnical testing differ from the actual project, they typically need to be revised. Parameters determined from statistical data are only applicable to ordinary strata and require the accumulation of a lot of engineering data. Empirical data are convenient to use but lack robustness. In addition, all three parameter selection methods are unsuitable for special geological environments as their universality is poor. Thus, a robust method that can use field monitoring data to self-verify the main parameters is critical to the sustainable development of slope support engineering projects that rely on traditional theoretical calculations and finite element analysis.This study proposes and uses deep displacement monitoring data andP value inspection methods to check simulation parameters. As we all know, the choice of physical and mechanical parameters must be as reasonable as possible. However, there are many potential uncertain factors (including simplifying soil and rock to ideal homogeneous materials, data collection, processing and conversion, and so on). Therefore, when the parameter selection basis is not convincing, the data obtained through monitoring are used to check the initial simulation trial calculation results. When the deviation between the result obtained by the simulation trial calculation and the monitoring value is within a certain range (P>0.01), it is considered that the physical and mechanical parameters selected by the calculation model are reasonable. After that, perform simulation calculations for other working conditions.


## 3. Results

### 3.1. Deep Displacement Monitoring

The deep displacement monitoring curves for two monitoring points (#9: IAJC09 and #12: IAJC12) are shown in Figure3.From Figure6, it can be seen that monitoring points #9 (1AJC09) and #12 (IAJC12) have obvious intermediate-level displacements. At monitoring point #9 (1AJC09), the sliding surface was located 13.0–14.0 m deep. As of August 29, 2015 (prior to the second stage of construction), the maximum cumulative displacement of the sliding surface was 9.85 cm. The maximum cumulative displacement at monitoring point #9 over the entire monitoring period (January 13, 2015, to the end of second support construction) was 12.6 cm. At monitoring point #12 (1AJC12), the depth of the sliding surface was 6.0–8.0 m. As of August 29, 2015, the maximum cumulative displacement at the sliding surface was 10.9 cm, and the maximum cumulative displacement over the entire monitoring period was 15.6 cm.Figure 6
(a) 1AJC09 cumulative total displacement curve. (b) 1AJC12 cumulative total displacement curve.
(a)(b)


### 3.2. Parameter Verification

From Figure7, it can be seen that the maximum horizontal displacement of the formation after the construction of the initial support is 0.102191 m. The data obtained before the second support was constructed on August 29, 2015, at the #9 and #12 deep displacement monitoring holes located on section K5 + 420 were selected for the verification of the simulation parameters.Figure 7
Horizontal displacement of the formation after construction of the initial support.Figure8 shows the comparison between the actual displacement monitoring data and the simulation displacement data. P value testing was used to compare the results: for monitoring hole 9, P=0.039>0.01, whereas for monitoring hole 12, P=0.793>0.01. This result verified that the parameters that were initially selected for the simulation are valid.Figure 8
Actual horizontal displacement monitoring data compared to simulation data. (a) Location of hole 9 (P=0.039). (b) Location of hole 12 (P=0.793).
(a)(b)


### 3.3. Simulation Analysis

#### 3.3.1. Initial Support Analysis Disregarding Steady-State Seepage

A stress analysis of the antislide pile after the construction of the initial support was performed, and the results are shown in Figure9.Figure 9
Stress cloud diagrams of antislide piles without considering steady-state seepage. Cloud maps of antislide pile: (a) axial force; (b) axial stress; (c) shear; (d) bending moment.
(a)(b)(c)(d)Figure9(a) shows that after the initial support was constructed, without considering steady-state seepage, the maximum axial force on the antislide pile was −4.205076e3 kN, which occurs near the bottom-third of the pile. The maximum axial stress on the antislide pile was −5.990383e2 kN/m2, and the location of the maximum stress is consistent with that of the maximum axial force (Figure 9(b)). Figure 9(c) shows that the maximum shear force on the antislide pile is −1.887276e3 kN. The shear force changes direction at the interface of the sliding surface and the bedrock. Figure 9(d) shows that the maximum bending moment of the antislide pile is −1.28113e4 kN·m and that this occurs at approximately the midpoint of the pile.Figure10 shows the results of the stress analysis of the prestressed anchor cable after the initial support was constructed, without considering steady-state seepage. The axial force of the prestressed anchor cable is 8.36198e2 kN. The maximum axial force is located at the junction of the anchoring section and the free section of the upper two cable layers on the second-level slope. Moreover, for the two sets of prestressed anchor cables on the second- and third-level slopes, which have three layers each, the axial force of the upper two cable layers is significantly greater than that of the bottom layer. The maximum axial stress of the prestressed anchor cable is 4.73191e4 kN/m2, and the axial stress distribution position and characteristics are consistent with those of the axial force.Figure 10
Cloud diagrams of the prestressed anchor cable without considering steady-state seepage. (a) Axial force cloud diagram. (b) Axial stress cloud diagram.
(a)(b)


#### 3.3.2. Initial Support Analysis considering Steady-State Seepage

Figure11 shows the results of a stress analysis of the first antislide pile considering the effects of steady-state seepage.Figure 11
Cloud diagrams of antislide piles when considering steady-state seepage: (a) axial force; (b) axial stress; (c) shear force; (d) bending moment.
(a)(b)(c)(d)Analysis of Figure11(a) shows that the maximum axial force of the antislide pile is −4.27074e3 kN when steady-state seepage is considered and that the maximum occurs near the bottom-third of the pile. Figure 11(b) shows that the maximum axial stress on the antislide pile is −5.93158e2 kN/m2 and that the location of the maximum stress is consistent with the axial force. Figure 11(c) shows that the maximum shear resistance of the antislide pile is −1.887355e3 kN. The direction of the shear force changes at the sliding surface at the interface of the bedrock. The maximum bending moment of the antislide pile is −1.26005e4 kN·m, which occurs near the midpoint of the pile.After considering the effects of steady-state seepage, the maximum axial force on the first antislide pile increases by 0.47%, and the maximum axial stress increases by 0.51%. There is almost no change in the location of maximum axial force or stress. Furthermore, the maximum shear force on the antislide pile increases by 0.05% and the maximum bending moment decreases by 1.56% when considering steady-state seepage effects. There is no obvious change in the distribution of the maximum shear force or bending moment. Thus, steady-state seepage generally has little effect on the forces and stress on the antislide pile of the first support.Figure12 shows a stress analysis of the prestressed anchor cable considering steady-state seepage after the construction of the initial support. The maximum axial force of the prestressed anchor cable is 9.29907e2 kN, and the location and characteristics of the maximum force distribution are the same as when steady-state seepage is not considered. The maximum axial stress of the prestressed anchor cable is 5.26220e4 kN/m2, and the axial stress distribution position and characteristics are consistent with axial force.Figure 12
Cloud diagrams of the prestressed anchor cable considering steady-state seepage: (a) axial force; (b) axial stress.
(a)(b)After considering the effects of steady-state seepage, the maximum axial force of the prestressed anchor cable increases by 11.22% and the maximum axial stress increases by 11.20%. There is no obvious change in the distribution of the maximum axial force or axial stress. Thus, steady-state seepage has a significant influence on the prestressed anchor cables of the first support structure, which should be carefully considered in determining the appropriate prestress.


#### 3.3.3. Analysis of the Secondary Support Structure Disregarding Steady-State Seepage

Figure13 shows the results of a stress analysis for the secondary antislide pile.Figure 13
Cloud diagrams of the antislide piles without considering steady-state seepage: (a) axial force; (b) axial stress; (c) shear force; (d) bending moment.
(a)(b)(c)(d)Figure13(a) shows that the maximum axial force on the antislide pile is −5.96582e3 kN, and the extreme value appears near the bottom 1/3 of the newly installed antislide pile. The maximum axial stress on the antislide pile is −8.28586e2 kN/m2, and the location of the maximum stress is consistent with the axial force distribution (Figure 13(b)). Figure 13(c) shows that the maximum shear forces on the antislide piles are −1.444887e3 kN, respectively, and that the extreme value appears near the first 1/3 position of the bottom end of the first antislide pile. The shear force changes direction at the interface between the sliding surface and the bedrock and behaves as though there were multiple concurrent direction changes. The maximum bending moment of the antislide pile is −1.00180e4 kN·m, which occurs at the near midpoint of the initial support antislide pile.Figure14 shows the results of a stress analysis of the prestressed anchor cable without considering steady-state seepage. Figure 14(a) shows that after the second support is constructed, the maximum axial force of the prestressed anchor cable is 9.17205e2 kN. In this case, the maximum force occurs at the junction of the anchoring section and the free section of the prestressed anchor cable along the third-grade slope. The axial force of the upper two layers of prestressed cables along the second- and third-grade slopes from the initial construction is still significantly greater than the first layer of cable. The maximum axial stress of the prestressed anchor cable is 5.19032e4 kN/m2, and the axial stress distribution position and characteristics are consistent with the axial force.Figure 14
Cloud diagrams of prestressed anchor cable without considering steady-state seepage after construction of the secondary support: (a) axial force; (b) axial stress.
(a)(b)


#### 3.3.4. Analysis of the Secondary Support Structure considering Steady-State Seepage

Figure15 shows the stress analysis of the antislide piles following construction of the secondary support, considering steady-state seepage.Figure 15
Cloud diagrams of the antislide piles when considering steady-state seepage: (a) axial force; (b) axial stress; (c) shear force; (d) bending moment.
(a)(b)(c)(d)Figure15(a) shows that the maximum axial force on the antislide pile is −6.113164e3 kN and that this maximum force occurs near the upper-third of the bottom portion of the secondary support antislide pile. The maximum axial stress on the antislide pile is −8.51617e2 kN/m2, and the location of the maximum stress is consistent with the axial force (Figure 15(b)). Figure 15(c) shows that the maximum shear resistance of antislide piles is −1.40366e3 kN, respectively, and that the maximum shear force occurs near the bottom 1/3 of the initial support of the antislide pile. The shear force changes at the interface between the sliding surface and the bedrock. The maximum bending moment of the antislide pile is −9.37553e3 kN·m and occurs near the midpoint of the first antislide pile.The maximum axial force increases by 2.78%, and the maximum axial stress increases by 2.78% compared to seepage effects being disregarded. However, the distribution of the axial force and stress does not change significantly after steady-state seepage is considered. Furthermore, the maximum shear resistance of the antislide pile is reduced by 3.11% and the extreme bending moment is reduced by 14.90% after the consideration of seepage effects. The distribution of the shear forces and bending moment did not change significantly. Thus, steady-state seepage has little effect on axial force and stress but has a significant effect on reducing shear stress and bending moment of the antislide pile after the construction of the secondary support.In addition, compared to the first support alone when considering steady-state seepage, the shear force on the first antislide pile is reduced by 25.08%, and the bending moment is reduced by 25.59%. Thus, the secondary support provides evident resistance to sliding piles. Furthermore, the maximum shear force on the additional antislide pile in the secondary support is −7.888869e2 kN, which is 56.20% of the maximum shear stress on the first antislide pile. Similarly, the bending moment of the secondary antislide pile added is −5.59139e3 kN·m, which is only 59.63% of the maximum bending moment of the first antislide pile. This suggests that the flexural and shear resistance of the additional antislide pile contributed by the secondary support has not been maximized.Figure16 shows the stress analysis of the prestressed anchor cable for the secondary support when steady-state seepage is considered. Figure 16(a) shows that the maximum axial force of the prestressed anchor cable is 9.14130e2 kN. This maximum force occurs at the junction of the anchoring section and the free section of the prestressed anchor cable along the third-grade slope. The axial force of the upper two layers of prestressed anchor cables along the second- and third-grade slopes from the first support structure is still significantly greater than that of the first cable layer. Figure 16(b) shows that the maximum axial stress of the prestressed anchor cable is 5.17292e4 kN/m2, and the location and characteristics of the axial stress distribution are consistent with the axial force.Figure 16
Cloud diagrams of prestressed anchor cable considering steady-state seepage: (a) axial force; (b) axial stress.
(a)(b)After considering the effects of steady-state seepage, the maximum axial force of the prestressed anchor cable is reduced by 0.33% and the maximum axial stress is reduced by 0.37% compared to when seepage effects are disregarded. There is no obvious change in the distribution location of maximum axial force or stress. Thus, steady-state seepage has little effect on the axial force and axial stress of the secondary prestressed anchor cable.After the second support, the axial force of the prestressed anchor cable applied to the first support during steady-state seepage is 3.92908e2 kN. This value is only 42.25% of the extreme value of the axial force of the anchor cable after the initial support. It is proved that the additional anchor cable added in the secondary support has a significant effect on the first support anchor cable in sharing the pullout resistance. Table 5 shows the extreme force statistics of antislide piles and prestressed anchor cables before and after pore water pressure is applied.Table 5
Extreme value of each operating condition.
Operated conditionPore water pressureAntislide pileAnchor cableSafety factorAxial force (kN)Axial stress (kN/m2)Shear force (kN)Bending moment (kN·m)Axial force (kN)Axial stress (kN/m2)First supportNo−4.25076e3−5.90383e2−1.87276e3−1.28113e48.36198e24.73191e41.0219Yes−4.27074e3−5.93158e2−1.87355e3−1.26005e49.29907e25.26220e41.0188Second supportNo−5.96582e3−8.28586e2−1.44887e3−1.00180e49.17205e25.19032e41.0754Yes−6.13164e3−8.51617e2−1.40366e3−9.37553e39.14130e25.17292e41.0250


## 3.1. Deep Displacement Monitoring

The deep displacement monitoring curves for two monitoring points (#9: IAJC09 and #12: IAJC12) are shown in Figure3.From Figure6, it can be seen that monitoring points #9 (1AJC09) and #12 (IAJC12) have obvious intermediate-level displacements. At monitoring point #9 (1AJC09), the sliding surface was located 13.0–14.0 m deep. As of August 29, 2015 (prior to the second stage of construction), the maximum cumulative displacement of the sliding surface was 9.85 cm. The maximum cumulative displacement at monitoring point #9 over the entire monitoring period (January 13, 2015, to the end of second support construction) was 12.6 cm. At monitoring point #12 (1AJC12), the depth of the sliding surface was 6.0–8.0 m. As of August 29, 2015, the maximum cumulative displacement at the sliding surface was 10.9 cm, and the maximum cumulative displacement over the entire monitoring period was 15.6 cm.Figure 6
(a) 1AJC09 cumulative total displacement curve. (b) 1AJC12 cumulative total displacement curve.
(a)(b)


## 3.2. Parameter Verification

From Figure7, it can be seen that the maximum horizontal displacement of the formation after the construction of the initial support is 0.102191 m. The data obtained before the second support was constructed on August 29, 2015, at the #9 and #12 deep displacement monitoring holes located on section K5 + 420 were selected for the verification of the simulation parameters.Figure 7
Horizontal displacement of the formation after construction of the initial support.Figure8 shows the comparison between the actual displacement monitoring data and the simulation displacement data. P value testing was used to compare the results: for monitoring hole 9, P=0.039>0.01, whereas for monitoring hole 12, P=0.793>0.01. This result verified that the parameters that were initially selected for the simulation are valid.Figure 8
Actual horizontal displacement monitoring data compared to simulation data. (a) Location of hole 9 (P=0.039). (b) Location of hole 12 (P=0.793).
(a)(b)


## 3.3. Simulation Analysis

### 3.3.1. Initial Support Analysis Disregarding Steady-State Seepage

A stress analysis of the antislide pile after the construction of the initial support was performed, and the results are shown in Figure9.Figure 9
Stress cloud diagrams of antislide piles without considering steady-state seepage. Cloud maps of antislide pile: (a) axial force; (b) axial stress; (c) shear; (d) bending moment.
(a)(b)(c)(d)Figure9(a) shows that after the initial support was constructed, without considering steady-state seepage, the maximum axial force on the antislide pile was −4.205076e3 kN, which occurs near the bottom-third of the pile. The maximum axial stress on the antislide pile was −5.990383e2 kN/m2, and the location of the maximum stress is consistent with that of the maximum axial force (Figure 9(b)). Figure 9(c) shows that the maximum shear force on the antislide pile is −1.887276e3 kN. The shear force changes direction at the interface of the sliding surface and the bedrock. Figure 9(d) shows that the maximum bending moment of the antislide pile is −1.28113e4 kN·m and that this occurs at approximately the midpoint of the pile.Figure10 shows the results of the stress analysis of the prestressed anchor cable after the initial support was constructed, without considering steady-state seepage. The axial force of the prestressed anchor cable is 8.36198e2 kN. The maximum axial force is located at the junction of the anchoring section and the free section of the upper two cable layers on the second-level slope. Moreover, for the two sets of prestressed anchor cables on the second- and third-level slopes, which have three layers each, the axial force of the upper two cable layers is significantly greater than that of the bottom layer. The maximum axial stress of the prestressed anchor cable is 4.73191e4 kN/m2, and the axial stress distribution position and characteristics are consistent with those of the axial force.Figure 10
Cloud diagrams of the prestressed anchor cable without considering steady-state seepage. (a) Axial force cloud diagram. (b) Axial stress cloud diagram.
(a)(b)


### 3.3.2. Initial Support Analysis considering Steady-State Seepage

Figure11 shows the results of a stress analysis of the first antislide pile considering the effects of steady-state seepage.Figure 11
Cloud diagrams of antislide piles when considering steady-state seepage: (a) axial force; (b) axial stress; (c) shear force; (d) bending moment.
(a)(b)(c)(d)Analysis of Figure11(a) shows that the maximum axial force of the antislide pile is −4.27074e3 kN when steady-state seepage is considered and that the maximum occurs near the bottom-third of the pile. Figure 11(b) shows that the maximum axial stress on the antislide pile is −5.93158e2 kN/m2 and that the location of the maximum stress is consistent with the axial force. Figure 11(c) shows that the maximum shear resistance of the antislide pile is −1.887355e3 kN. The direction of the shear force changes at the sliding surface at the interface of the bedrock. The maximum bending moment of the antislide pile is −1.26005e4 kN·m, which occurs near the midpoint of the pile.After considering the effects of steady-state seepage, the maximum axial force on the first antislide pile increases by 0.47%, and the maximum axial stress increases by 0.51%. There is almost no change in the location of maximum axial force or stress. Furthermore, the maximum shear force on the antislide pile increases by 0.05% and the maximum bending moment decreases by 1.56% when considering steady-state seepage effects. There is no obvious change in the distribution of the maximum shear force or bending moment. Thus, steady-state seepage generally has little effect on the forces and stress on the antislide pile of the first support.Figure12 shows a stress analysis of the prestressed anchor cable considering steady-state seepage after the construction of the initial support. The maximum axial force of the prestressed anchor cable is 9.29907e2 kN, and the location and characteristics of the maximum force distribution are the same as when steady-state seepage is not considered. The maximum axial stress of the prestressed anchor cable is 5.26220e4 kN/m2, and the axial stress distribution position and characteristics are consistent with axial force.Figure 12
Cloud diagrams of the prestressed anchor cable considering steady-state seepage: (a) axial force; (b) axial stress.
(a)(b)After considering the effects of steady-state seepage, the maximum axial force of the prestressed anchor cable increases by 11.22% and the maximum axial stress increases by 11.20%. There is no obvious change in the distribution of the maximum axial force or axial stress. Thus, steady-state seepage has a significant influence on the prestressed anchor cables of the first support structure, which should be carefully considered in determining the appropriate prestress.


### 3.3.3. Analysis of the Secondary Support Structure Disregarding Steady-State Seepage

Figure13 shows the results of a stress analysis for the secondary antislide pile.Figure 13
Cloud diagrams of the antislide piles without considering steady-state seepage: (a) axial force; (b) axial stress; (c) shear force; (d) bending moment.
(a)(b)(c)(d)Figure13(a) shows that the maximum axial force on the antislide pile is −5.96582e3 kN, and the extreme value appears near the bottom 1/3 of the newly installed antislide pile. The maximum axial stress on the antislide pile is −8.28586e2 kN/m2, and the location of the maximum stress is consistent with the axial force distribution (Figure 13(b)). Figure 13(c) shows that the maximum shear forces on the antislide piles are −1.444887e3 kN, respectively, and that the extreme value appears near the first 1/3 position of the bottom end of the first antislide pile. The shear force changes direction at the interface between the sliding surface and the bedrock and behaves as though there were multiple concurrent direction changes. The maximum bending moment of the antislide pile is −1.00180e4 kN·m, which occurs at the near midpoint of the initial support antislide pile.Figure14 shows the results of a stress analysis of the prestressed anchor cable without considering steady-state seepage. Figure 14(a) shows that after the second support is constructed, the maximum axial force of the prestressed anchor cable is 9.17205e2 kN. In this case, the maximum force occurs at the junction of the anchoring section and the free section of the prestressed anchor cable along the third-grade slope. The axial force of the upper two layers of prestressed cables along the second- and third-grade slopes from the initial construction is still significantly greater than the first layer of cable. The maximum axial stress of the prestressed anchor cable is 5.19032e4 kN/m2, and the axial stress distribution position and characteristics are consistent with the axial force.Figure 14
Cloud diagrams of prestressed anchor cable without considering steady-state seepage after construction of the secondary support: (a) axial force; (b) axial stress.
(a)(b)


### 3.3.4. Analysis of the Secondary Support Structure considering Steady-State Seepage

Figure15 shows the stress analysis of the antislide piles following construction of the secondary support, considering steady-state seepage.Figure 15
Cloud diagrams of the antislide piles when considering steady-state seepage: (a) axial force; (b) axial stress; (c) shear force; (d) bending moment.
(a)(b)(c)(d)Figure15(a) shows that the maximum axial force on the antislide pile is −6.113164e3 kN and that this maximum force occurs near the upper-third of the bottom portion of the secondary support antislide pile. The maximum axial stress on the antislide pile is −8.51617e2 kN/m2, and the location of the maximum stress is consistent with the axial force (Figure 15(b)). Figure 15(c) shows that the maximum shear resistance of antislide piles is −1.40366e3 kN, respectively, and that the maximum shear force occurs near the bottom 1/3 of the initial support of the antislide pile. The shear force changes at the interface between the sliding surface and the bedrock. The maximum bending moment of the antislide pile is −9.37553e3 kN·m and occurs near the midpoint of the first antislide pile.The maximum axial force increases by 2.78%, and the maximum axial stress increases by 2.78% compared to seepage effects being disregarded. However, the distribution of the axial force and stress does not change significantly after steady-state seepage is considered. Furthermore, the maximum shear resistance of the antislide pile is reduced by 3.11% and the extreme bending moment is reduced by 14.90% after the consideration of seepage effects. The distribution of the shear forces and bending moment did not change significantly. Thus, steady-state seepage has little effect on axial force and stress but has a significant effect on reducing shear stress and bending moment of the antislide pile after the construction of the secondary support.In addition, compared to the first support alone when considering steady-state seepage, the shear force on the first antislide pile is reduced by 25.08%, and the bending moment is reduced by 25.59%. Thus, the secondary support provides evident resistance to sliding piles. Furthermore, the maximum shear force on the additional antislide pile in the secondary support is −7.888869e2 kN, which is 56.20% of the maximum shear stress on the first antislide pile. Similarly, the bending moment of the secondary antislide pile added is −5.59139e3 kN·m, which is only 59.63% of the maximum bending moment of the first antislide pile. This suggests that the flexural and shear resistance of the additional antislide pile contributed by the secondary support has not been maximized.Figure16 shows the stress analysis of the prestressed anchor cable for the secondary support when steady-state seepage is considered. Figure 16(a) shows that the maximum axial force of the prestressed anchor cable is 9.14130e2 kN. This maximum force occurs at the junction of the anchoring section and the free section of the prestressed anchor cable along the third-grade slope. The axial force of the upper two layers of prestressed anchor cables along the second- and third-grade slopes from the first support structure is still significantly greater than that of the first cable layer. Figure 16(b) shows that the maximum axial stress of the prestressed anchor cable is 5.17292e4 kN/m2, and the location and characteristics of the axial stress distribution are consistent with the axial force.Figure 16
Cloud diagrams of prestressed anchor cable considering steady-state seepage: (a) axial force; (b) axial stress.
(a)(b)After considering the effects of steady-state seepage, the maximum axial force of the prestressed anchor cable is reduced by 0.33% and the maximum axial stress is reduced by 0.37% compared to when seepage effects are disregarded. There is no obvious change in the distribution location of maximum axial force or stress. Thus, steady-state seepage has little effect on the axial force and axial stress of the secondary prestressed anchor cable.After the second support, the axial force of the prestressed anchor cable applied to the first support during steady-state seepage is 3.92908e2 kN. This value is only 42.25% of the extreme value of the axial force of the anchor cable after the initial support. It is proved that the additional anchor cable added in the secondary support has a significant effect on the first support anchor cable in sharing the pullout resistance. Table 5 shows the extreme force statistics of antislide piles and prestressed anchor cables before and after pore water pressure is applied.Table 5
Extreme value of each operating condition.
Operated conditionPore water pressureAntislide pileAnchor cableSafety factorAxial force (kN)Axial stress (kN/m2)Shear force (kN)Bending moment (kN·m)Axial force (kN)Axial stress (kN/m2)First supportNo−4.25076e3−5.90383e2−1.87276e3−1.28113e48.36198e24.73191e41.0219Yes−4.27074e3−5.93158e2−1.87355e3−1.26005e49.29907e25.26220e41.0188Second supportNo−5.96582e3−8.28586e2−1.44887e3−1.00180e49.17205e25.19032e41.0754Yes−6.13164e3−8.51617e2−1.40366e3−9.37553e39.14130e25.17292e41.0250


## 3.3.1. Initial Support Analysis Disregarding Steady-State Seepage

A stress analysis of the antislide pile after the construction of the initial support was performed, and the results are shown in Figure9.Figure 9
Stress cloud diagrams of antislide piles without considering steady-state seepage. Cloud maps of antislide pile: (a) axial force; (b) axial stress; (c) shear; (d) bending moment.
(a)(b)(c)(d)Figure9(a) shows that after the initial support was constructed, without considering steady-state seepage, the maximum axial force on the antislide pile was −4.205076e3 kN, which occurs near the bottom-third of the pile. The maximum axial stress on the antislide pile was −5.990383e2 kN/m2, and the location of the maximum stress is consistent with that of the maximum axial force (Figure 9(b)). Figure 9(c) shows that the maximum shear force on the antislide pile is −1.887276e3 kN. The shear force changes direction at the interface of the sliding surface and the bedrock. Figure 9(d) shows that the maximum bending moment of the antislide pile is −1.28113e4 kN·m and that this occurs at approximately the midpoint of the pile.Figure10 shows the results of the stress analysis of the prestressed anchor cable after the initial support was constructed, without considering steady-state seepage. The axial force of the prestressed anchor cable is 8.36198e2 kN. The maximum axial force is located at the junction of the anchoring section and the free section of the upper two cable layers on the second-level slope. Moreover, for the two sets of prestressed anchor cables on the second- and third-level slopes, which have three layers each, the axial force of the upper two cable layers is significantly greater than that of the bottom layer. The maximum axial stress of the prestressed anchor cable is 4.73191e4 kN/m2, and the axial stress distribution position and characteristics are consistent with those of the axial force.Figure 10
Cloud diagrams of the prestressed anchor cable without considering steady-state seepage. (a) Axial force cloud diagram. (b) Axial stress cloud diagram.
(a)(b)


## 3.3.2. Initial Support Analysis considering Steady-State Seepage

Figure11 shows the results of a stress analysis of the first antislide pile considering the effects of steady-state seepage.Figure 11
Cloud diagrams of antislide piles when considering steady-state seepage: (a) axial force; (b) axial stress; (c) shear force; (d) bending moment.
(a)(b)(c)(d)Analysis of Figure11(a) shows that the maximum axial force of the antislide pile is −4.27074e3 kN when steady-state seepage is considered and that the maximum occurs near the bottom-third of the pile. Figure 11(b) shows that the maximum axial stress on the antislide pile is −5.93158e2 kN/m2 and that the location of the maximum stress is consistent with the axial force. Figure 11(c) shows that the maximum shear resistance of the antislide pile is −1.887355e3 kN. The direction of the shear force changes at the sliding surface at the interface of the bedrock. The maximum bending moment of the antislide pile is −1.26005e4 kN·m, which occurs near the midpoint of the pile.After considering the effects of steady-state seepage, the maximum axial force on the first antislide pile increases by 0.47%, and the maximum axial stress increases by 0.51%. There is almost no change in the location of maximum axial force or stress. Furthermore, the maximum shear force on the antislide pile increases by 0.05% and the maximum bending moment decreases by 1.56% when considering steady-state seepage effects. There is no obvious change in the distribution of the maximum shear force or bending moment. Thus, steady-state seepage generally has little effect on the forces and stress on the antislide pile of the first support.Figure12 shows a stress analysis of the prestressed anchor cable considering steady-state seepage after the construction of the initial support. The maximum axial force of the prestressed anchor cable is 9.29907e2 kN, and the location and characteristics of the maximum force distribution are the same as when steady-state seepage is not considered. The maximum axial stress of the prestressed anchor cable is 5.26220e4 kN/m2, and the axial stress distribution position and characteristics are consistent with axial force.Figure 12
Cloud diagrams of the prestressed anchor cable considering steady-state seepage: (a) axial force; (b) axial stress.
(a)(b)After considering the effects of steady-state seepage, the maximum axial force of the prestressed anchor cable increases by 11.22% and the maximum axial stress increases by 11.20%. There is no obvious change in the distribution of the maximum axial force or axial stress. Thus, steady-state seepage has a significant influence on the prestressed anchor cables of the first support structure, which should be carefully considered in determining the appropriate prestress.


## 3.3.3. Analysis of the Secondary Support Structure Disregarding Steady-State Seepage

Figure13 shows the results of a stress analysis for the secondary antislide pile.Figure 13
Cloud diagrams of the antislide piles without considering steady-state seepage: (a) axial force; (b) axial stress; (c) shear force; (d) bending moment.
(a)(b)(c)(d)Figure13(a) shows that the maximum axial force on the antislide pile is −5.96582e3 kN, and the extreme value appears near the bottom 1/3 of the newly installed antislide pile. The maximum axial stress on the antislide pile is −8.28586e2 kN/m2, and the location of the maximum stress is consistent with the axial force distribution (Figure 13(b)). Figure 13(c) shows that the maximum shear forces on the antislide piles are −1.444887e3 kN, respectively, and that the extreme value appears near the first 1/3 position of the bottom end of the first antislide pile. The shear force changes direction at the interface between the sliding surface and the bedrock and behaves as though there were multiple concurrent direction changes. The maximum bending moment of the antislide pile is −1.00180e4 kN·m, which occurs at the near midpoint of the initial support antislide pile.Figure14 shows the results of a stress analysis of the prestressed anchor cable without considering steady-state seepage. Figure 14(a) shows that after the second support is constructed, the maximum axial force of the prestressed anchor cable is 9.17205e2 kN. In this case, the maximum force occurs at the junction of the anchoring section and the free section of the prestressed anchor cable along the third-grade slope. The axial force of the upper two layers of prestressed cables along the second- and third-grade slopes from the initial construction is still significantly greater than the first layer of cable. The maximum axial stress of the prestressed anchor cable is 5.19032e4 kN/m2, and the axial stress distribution position and characteristics are consistent with the axial force.Figure 14
Cloud diagrams of prestressed anchor cable without considering steady-state seepage after construction of the secondary support: (a) axial force; (b) axial stress.
(a)(b)


## 3.3.4. Analysis of the Secondary Support Structure considering Steady-State Seepage

Figure15 shows the stress analysis of the antislide piles following construction of the secondary support, considering steady-state seepage.Figure 15
Cloud diagrams of the antislide piles when considering steady-state seepage: (a) axial force; (b) axial stress; (c) shear force; (d) bending moment.
(a)(b)(c)(d)Figure15(a) shows that the maximum axial force on the antislide pile is −6.113164e3 kN and that this maximum force occurs near the upper-third of the bottom portion of the secondary support antislide pile. The maximum axial stress on the antislide pile is −8.51617e2 kN/m2, and the location of the maximum stress is consistent with the axial force (Figure 15(b)). Figure 15(c) shows that the maximum shear resistance of antislide piles is −1.40366e3 kN, respectively, and that the maximum shear force occurs near the bottom 1/3 of the initial support of the antislide pile. The shear force changes at the interface between the sliding surface and the bedrock. The maximum bending moment of the antislide pile is −9.37553e3 kN·m and occurs near the midpoint of the first antislide pile.The maximum axial force increases by 2.78%, and the maximum axial stress increases by 2.78% compared to seepage effects being disregarded. However, the distribution of the axial force and stress does not change significantly after steady-state seepage is considered. Furthermore, the maximum shear resistance of the antislide pile is reduced by 3.11% and the extreme bending moment is reduced by 14.90% after the consideration of seepage effects. The distribution of the shear forces and bending moment did not change significantly. Thus, steady-state seepage has little effect on axial force and stress but has a significant effect on reducing shear stress and bending moment of the antislide pile after the construction of the secondary support.In addition, compared to the first support alone when considering steady-state seepage, the shear force on the first antislide pile is reduced by 25.08%, and the bending moment is reduced by 25.59%. Thus, the secondary support provides evident resistance to sliding piles. Furthermore, the maximum shear force on the additional antislide pile in the secondary support is −7.888869e2 kN, which is 56.20% of the maximum shear stress on the first antislide pile. Similarly, the bending moment of the secondary antislide pile added is −5.59139e3 kN·m, which is only 59.63% of the maximum bending moment of the first antislide pile. This suggests that the flexural and shear resistance of the additional antislide pile contributed by the secondary support has not been maximized.Figure16 shows the stress analysis of the prestressed anchor cable for the secondary support when steady-state seepage is considered. Figure 16(a) shows that the maximum axial force of the prestressed anchor cable is 9.14130e2 kN. This maximum force occurs at the junction of the anchoring section and the free section of the prestressed anchor cable along the third-grade slope. The axial force of the upper two layers of prestressed anchor cables along the second- and third-grade slopes from the first support structure is still significantly greater than that of the first cable layer. Figure 16(b) shows that the maximum axial stress of the prestressed anchor cable is 5.17292e4 kN/m2, and the location and characteristics of the axial stress distribution are consistent with the axial force.Figure 16
Cloud diagrams of prestressed anchor cable considering steady-state seepage: (a) axial force; (b) axial stress.
(a)(b)After considering the effects of steady-state seepage, the maximum axial force of the prestressed anchor cable is reduced by 0.33% and the maximum axial stress is reduced by 0.37% compared to when seepage effects are disregarded. There is no obvious change in the distribution location of maximum axial force or stress. Thus, steady-state seepage has little effect on the axial force and axial stress of the secondary prestressed anchor cable.After the second support, the axial force of the prestressed anchor cable applied to the first support during steady-state seepage is 3.92908e2 kN. This value is only 42.25% of the extreme value of the axial force of the anchor cable after the initial support. It is proved that the additional anchor cable added in the secondary support has a significant effect on the first support anchor cable in sharing the pullout resistance. Table 5 shows the extreme force statistics of antislide piles and prestressed anchor cables before and after pore water pressure is applied.Table 5
Extreme value of each operating condition.
Operated conditionPore water pressureAntislide pileAnchor cableSafety factorAxial force (kN)Axial stress (kN/m2)Shear force (kN)Bending moment (kN·m)Axial force (kN)Axial stress (kN/m2)First supportNo−4.25076e3−5.90383e2−1.87276e3−1.28113e48.36198e24.73191e41.0219Yes−4.27074e3−5.93158e2−1.87355e3−1.26005e49.29907e25.26220e41.0188Second supportNo−5.96582e3−8.28586e2−1.44887e3−1.00180e49.17205e25.19032e41.0754Yes−6.13164e3−8.51617e2−1.40366e3−9.37553e39.14130e25.17292e41.0250


## 4. Discussion

This study investigated the right side slope treatment project of a highway in Guizhou Province. Deep displacement monitoring data were used in conjunction with theP value test method to validate the simulation parameters. The strength reduction method was used to perform finite element simulation on the two slope reinforcement treatments of the dual-structure slope, and the effect of applying pore water pressure on the mechanical characteristics of the slope-supporting structures (antislide piles and anchor cables) was examined. The key findings of this work are outlined below.First, the deep displacement monitoring data andP value testing were used to prove that the physical and mechanical parameters used in the initial simulation were reasonable. This represents a novel method to address the challenge of fuzzy parameter selection basis in numerical simulation. This method can be extended to other commercial or self-programmed software beyond the one used here. Accordingly, this method is expected to bridge the gap between on-site monitoring and numerical simulation. We also proposed a design process analysis method for supporting structures in conjunction with the self-verification approach, which requires further study. Significantly, these approaches were applied to a complex, binary-structure slope, which is a novel addition to previous work.Second, based on the strength reduction method and finite element analysis, the effects of steady-state seepage on the stability of the dual-structure slope and its supporting structures were considered in depth. It was found that after the initial support structure was constructed, steady-state seepage had limited effect on the axial force, axial stress, shear force, and bending moment on the antislide pile. However, seepage did have a significant effect on the axial force and stress of the prestressed anchor cable. Notably, for three layers of prestressed anchor cable on the same slope, the upper two layers of anchor cable experienced five times the maximum force and stress of the lowest layer of anchor cable. This effect should be carefully considered in the design and construction process of anchor cable support structures, and the prestress value applied to the three layers of anchor cables should be adjusted appropriately.After considering the seepage effects on the secondary support structure, it was determined that there were minimal effects on the maximum axial force and stress but more significant effects on the shear resistance and bending moment of the antislide piles. There were minimal seepage effects on the axial force and stress of the prestressed anchor cable of the secondary support structure; however, the discrepancy of force and stress between the upper and lower layers of cables remained. This should be carefully considered in the design of a secondary support structure and the prestress applied to the anchor cables.In considering the differences between the primary support alone and the primary and secondary supports together, it was determined that the secondary support structure reduces the shear force and bending moment on the primary antislide pile. Furthermore, the maximum shear force and bending moment applied to the secondary support was approximately 60% of that applied to the primary structure alone. With regard to the prestressed anchor cables, there was a significant reduction in maximum axial force after addition of the secondary support. Thus, the secondary antislide pile provides significant additional resistance to sliding and the anchor cables of the secondary support provide additional resistance compared to the primary support anchor cables. Accordingly, the load is shared between the supports and the required flexural and shear resistance of the secondary antislide pile is not maximized. These features should be considered in the design and construction of supplemental support structures.


## 5. Conclusions

Previous analysis of the stress and deformation of supporting structures for the excavation of binary slopes has largely been centered on the simulation of the state of the supporting structure with set parameters. To date, there has been no clear method for validating parameters or a corresponding process analysis approach. In this study, we used deep displacement monitoring data andP value testing to verify the parameters used for the simulation of a binary-structure slope considering different stages of support structure construction and steady-state seepage. Using the resulting simulations, we performed a systematic analysis of the differences in the stress and deformation of the support structures before and after steady-state seepage was applied by superposition. The results of this work have great significance for guiding robust future analysis of supporting structures for binary-structure slope during the rainy season.



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*Source: 8862163-2020-09-29.xml*