# Data Analysis of the Effect of Different Nanomaterials on Antislide Pile Performance in Railway Landslides

Authors: Kai Guo; Mingxin Zheng; Yongjiang Ren
Journal: Advances in Materials Science and Engineering
 (2022)

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## Abstract

Engineering geological conditions in our country are complex and diverse. Many high-rise buildings, bridges, and launch towers are inevitably built on high and steep slopes. Heavy rain, earthquake, human engineering activities, and other factors lead to frequent landslides, soil creep deformation, and overall sliding, resulting in a certain bending moment and flexural deformation of foundation piles, may cause damage to the substructure and foundation pile failure, and then endanger the safety of the superstructure. In the past, bridge pile group foundation was used in bridge pile foundation engineering to improve the impact situation, but the stress environment of bridge pile foundation in landslide is obviously different from that of bridge pile foundation in the flat area. The large deformation of soil in front of the pile will easily cause the phenomenon of soil sliding and peeling, which will increase the technical difficulty of antislide pile construction. Based on this, this study firstly briefly introduces the relevant theories and technologies of railway landslide antislide pile technology and then establishes the static model of railway landslide antislide piles with different nanomaterials. Finally, the reinforcement technology of different nanomaterial antislide piles for railway landslide is expounded, which can provide guarantee for the application of different nanomaterial antislide piles for railway landslide. The results show that the preloading is carried out according to 1/10 of the design load to reduce the void between the soils. After the load is maintained for 2 hours, the load is unloaded to 0, and good skid resistance can be obtained.


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## Body

## 1. Introduction

With the continuous improvement of transportation infrastructure in western China, the planning and construction of a large number of transportation lines are advancing unceasingly. Many lines cannot be circumvented to avoid undesirable geological bodies, resulting in the construction of many bridge foundations on high and steep slopes. These areas have steep mountains, complex engineering geological conditions, and various types of geological disasters [1]. The external features are easy to cause earthquakes, and the foundation stone of the height and slope (there are unwanted geological bodies) will be subject to additional products from the shear deformation of the surrounding soil. The standard for controlling the horizontal displacement of piles is given in the regulations of building pile foundations: the horizontal displacement of the pile top or cap is not more than 10 mm for general models and not more than 6 mm for special models. The horizontal capacity of the bridge foundation pile is small, and the deformation of the abutment foundation has strict rules. Once handled improperly, it will endanger the operation safety of the upper traffic line. For example, the peristaltic deformation of an expansive soil landslide develops continuously under the long-term action of adverse factors such as precipitation, evaporation, and temperature [2]. The bridge has only been in service for nine years, and the foundation pile has already developed obvious cracks. Finally, the technical condition of the bridge is assessed into five types (dangerous bridge), and the original bridge needs to be dismantled and rebuilt; when the train travels at high speed, it requires sufficient ride and reliability of the offline project, so the deformation control of the bridge foundation in the landslide has become a key problem in the design of the bridge. Antislide piles are usually placed on the ground to reduce excessive horizontal displacement of the bridge foundation due to seismic shear deformation around the bridge foundation.Railway is always given priority in transportation. China high-speed railway, a shining name card of China, is also an important part of realizing the Chinese dream [3]. The ratio of road, bridge, and tunnel under construction in mountainous areas has reached new highs, with Cheng-Lan Railway reaching 86%. However, the theoretical system for calculating the deformation of landslide-bridge foundation is not perfect at present, and the research on how to use antislide pile to reinforce the landslide-bridge foundation is still blank at home and abroad, which seriously affects the construction quality of the complex bridge project in mountainous areas and restricts the balanced development of high-speed railway in the east and west of China. In this context, this work starts from a static model of the antiskid performance of different nanomaterial stacks on railways and then performs a three-dimensional numerical analysis of the antiskid performance of different nanomaterial groups and hopes to improve the performance.


## 2. Related Theory and Technology Introduction of Railway Landslide Antislide Pile

### 2.1. External Load Determination

The selection of external forces plays an important role in the design of frame-type antislip groups [4]. Internal forces and analysis can be calculated only by determining the magnitude of ground collisions and the laws of motion [5]. Construction experience shows that the main factors affecting landslides include the thickness and nature of the soil, the shape of the sliding surface, and the location of the protection group. In general, the soil stability analysis method to determine the relationship between the stability coefficient and the soil collapse is similar to the calculation process of the collapse. Therefore, determining the ground collision mainly includes the following: determining the position of the sliding door and determining the ground collision path. Geological surveying is required to determine the location of the sliding surface, and the soil erosion process is usually determined by the strip method. Belt tracks can be divided into many calculation methods, such as arc tracks and bishop tracks. In China, the conversion factor method is often used to calculate soil thrust.The selection of external forces plays an important role in the design of frame-type antislip groups. Internal forces and analysis can be calculated only by determining the magnitude of ground collisions and the laws of motion. Construction experience shows that the main factors affecting landslides include the thickness and nature of the soil, the shape of the sliding surface, and the location of the protection group [6]. In general, the soil stability analysis method to determine the relationship between the stability coefficient and the soil collapse is similar to the calculation process of the collapse. Therefore, determining the ground collision mainly includes the following: determining the position of the sliding door and determining the ground collision path. Geological surveying is required to determine the location of the sliding surface, and the soil erosion process is usually determined by the strip method. Belt tracks can be divided into many calculation methods, such as arc tracks and bishop tracks. In China, the conversion factor method is often used to calculate soil thrust [7].The principle of the conversion factor is as follows: first, the sliding part of the sliding door is captured, which must be parallel to the direction of the sliding door, and then, the residual sliding force is calculated from high to low, that is, the difference between slip force and antislip force. If its value is less than or equal to 0, it indicates that it is in steady state and the ground collision should be recalculated from this function. In the calculation process, the sliding surface of the large soil should be divided into several vertical lines along the sliding surface according to the product and sliding direction of the large soil, which is used as a counting item [8]. Then, the residual sliding force of each block along the sliding surface is calculated. Finally, by adding the sliding area of each block, the soil collision of the soil body can be obtained. If the direction of the residual force of the sliding force of each slider is parallel to the sliding surface, the slider is considered a solid body, and the internal stress is not considered, and the transfer coefficient method can be used to calculate the friction on both sides of the slider [8, 9].In practical calculation, the distribution form of landslide thrust can be determined according to the properties of landslide and the form of antislip structure [10].When the stiffness of some landslide bodies is relatively large, relatively compact, and the fluidity index is small, and the sliding velocities of the bottom and top of the landslide bodies are roughly the same, we believe that the landslide thrust is roughly distributed in a rectangular way, as shown in Figure1.Figure 1
Rectangular distribution of landslide thrust.When the stiffness of the landslide is small and the compactness is low, the fluidity index is large, and the sliding velocity of the landslide increases the closer it is to the sliding surface [11]. At this time, we believe that the landslide thrust is roughly distributed in a triangle with small upper and large lower, as shown in Figure 2.Figure 2
Triangular distribution of landslide thrust.When the nature of the landslide is between the two, the landslide thrust is considered to be distributed in a trapezoidal manner, as shown in Figure3.Figure 3
Trapezoidal distribution of landslide thrust.The block diagram of sliding body using transfer coefficient method is shown in Figure4.Figure 4
Block diagram of sliding body using the transfer coefficient method.The basic force system diagram of sliding body block acting on theith block element with transfer coefficient method is shown in Figure 5.Figure 5
Diagram of the fundamental force system acting on blockI element.The basic force system acting on theith slider calculation unit is as follows:(1)
Wi is the self-gravity of the ith slider, its direction is downward, and the operation point is located at the center of gravity of the slider [12].(2)
The action area of the residual force of theEI−1 slide is located at the center of the interface between the two slides, and the direction is parallel to the sliding surface of the I − 1 slide.(3)
The support force of the sliding bed isNi, the workpiece is in the center of the sliding door, and the direction is perpendicular to the sliding surface. The following formula is used for calculation [13]:(1)Ni=Wicosαi.(4)
The sliding resistance of theith slider is Si, and the direction is parallel and opposite to the direction of the sliding surface. The calculation is as follows:(2)Si=Wicosαitanϕi+cili.ψ represents the angle of internal friction of the sliding surface on which the slider is located; c represents the coordinate of the sliding part where the slider is located; and L represents the length of the slide along the sliding surface.Then, the sliding force of the slider can be solved by solving the simple force system and the sliding force of the slider can be obtained. The thrust force of the soil reduces the shear strength of the sliding surface and increases the level of stability, and the formula is as follows:(3)ψ=cosαi−1−αi−sinαi−1−αitanϕiK.Push-ups on the ground increase the level of stability by increasing the sliding force of the weight. The formula is as follows:(4)ψ′=cosαi−1−αi−sinαi−1−αitanϕi,where E represents the collision at the end of the slide; K is the safety factor; W represents the weight of the sliding body; and α represents the angle of the sliding surface where the slider is located.


### 2.2. The Internal Force Calculation

The front pile mainly bears landslide thrust, and the back pile mainly bears slope resistance. The front and rear piles are coordinated to resist the landslide thrust through the connection of the beam and the secondary beam. The front and rear piles are rigidly connected with the beam and the secondary beam, which can transfer the bending moment, shear force, and axial force, so that the internal forces of the front and rear piles are redistributed, which greatly reduces the internal forces of the front piles and ensures the full play of the performance of the whole structure. When the landslide force acts on the front pile, the front pile deforms and the beam is rigidly connected with the anchor pile [14]. The rear pile deformation is limited by the beam, and the second beam controls the soil pressure around the anchor leg arm of the front and rear groups to reduce the pile cylinder deformation and control the deformation of the anchor group. To strengthen the slide as a whole and ensure its stability by ensuring the integrity of the entire structure, a pillar-type antisliding group is usually the ground thrust at the front of the front group, and the slope of the rear group is also shown in Figure 6.Figure 6
Force diagram of frame-type antislide pile.The frame-type antiskid group is basically based on a flat rigid frame structure, and the difference is that all joints are connected [15]. Then, the antiskid frame group is divided into three statically defined parts: the cantilever part of the front part, the middle part of the frame part, and the anchor of the base group. Then, the internal strength and deformation are analyzed and calculated using the mechanical method and the beam theory of elastic foundations. Figure 7 shows the theoretical calculation diagram of the antipolar slip group.Figure 7
Theoretical calculation diagram of frame-type antislide pile.The calculation diagram of the cantilever section of the front pile is shown in Figure8.Figure 8
Calculation diagram of the cantilever section of the front pile.The calculation diagram of the middle frame section is shown in Figure9.Figure 9
Schematic diagram of middle frame segment calculation.The calculation diagram of anchorage section is shown in Figure10.Figure 10
Calculation diagram of the anchorage section.IfP1=E1R/H, the bending moment M(x) and shear force Q(x) of the cantilever section of the front pile are formulated as follows:(5)Mx=12p1x2Qx=p1x,where x distance from pile top; B and H are pile section dimensions; R is the longitudinal pile spacing of frame-type antislide pile, and H1 is the landslide height.The bending momentM(x) and shear force Q(x) of the middle frame section are formulated as follows:(6)Mx=12EiRh02Qx=EiRh0,where H0 is the height of the cantilever end of the front pile.The deflection formula of the anchorage section pile body is calculated as follows:(7)EId4xdy2+xKHBP=0.


### 2.3. Landslide Thrust Calculation

The existing methods for calculating soil erosion on subgrade slopes mainly include the thrust residual method, which is the transfer coefficient method and the unbalanced thrust transfer method. The residual thrust method is a rigid body limit equilibrium analysis method, and its basic assumptions are as follows: the stability of subgrade slope is simplified to a plane problem; the landslide is regarded as an ideal elastic-plastic material [16]. The More–Coulomb failure criterion is used to control the strength of the slip surface by internal friction angle and cohesion force. The force of slope with arbitrary shape is shown in Figure 11.Figure 11
Forces on slopes with arbitrary shapes.The formula of total sliding force of IHCB strip is as follows:(8)pi=Wisinθi−1KWicosθitan−1ϕi+cili+pi−1ϕi,where P represents the collision at the end of the line; W represents the weight of the sliding body; K is the safety factor; p represents the rest of the clay compression at the end of the strip; θ represents the slip angle on the belt; L represents the length of the sliding area on the belt; c represents the unity unit of the sliding area on the belt; and ψ represents the angle of internal friction on the sliding surface of the belt.


### 2.4. Antislide Pile Reinforcement Technology

In the past, the stress and deformation characteristics of pile foundation and the reinforcement mechanism of antislide pile (or lateral restraint pile) under the horizontal displacement of the soil in the flat section have been studied in many bridge pile foundation projects [17]. The force diagram of the bridge foundation near the embankment slope is shown in Figure 12.Figure 12
Schematic diagram of bridge foundation stress near embankment slope.Bridge foundations are sensitive to horizontal displacements when in the ground, unlike piled foundations on level ground. Therefore, to secure the horizontal change in the bridge foundation, anticollision piles are more important to strengthen and support the landslide, as well as to control the shear deformation of the soil around the bridge. For anticollision piles, the horizontal loadT on the bridge foundation arises from two sources on the ground: (1) the load T1 from the peristaltic deformation of the sliding body of the bridge foundation in adverse conditions such as rain; (2) the horizontal deformation of the rear column pulls the soil in front of the pile to prevent column buckling and generate the T2 load on the bridge foundation. When the distance between the antislip pile and the bridge foundation is very close, the bridge foundation is usually subjected to T2 loading. As the distance between the two increases, T2 decreases and T1 increases, and the load on the bridge foundation also varies with the distance between the two [18]. When the distance between the bridge foundation and antislide pile is close or far, the soil circulation around the bridge foundation will affect the stress and deformation of the bridge foundation. Figure 13 shows the force diagram of a bridge foundation in clay supported by antislip piles.Figure 13
Schematic diagram of stress of bridge foundation in landslide reinforced by antislide piles.A kind of antislide pile with flexible material with small elastic modulus is used to control the horizontal displacement of landslide soil. Its working process is as follows: when the clay soil undergoes shear deformation, the material changes around the mass, and when the soil and rock mass are compressed, it causes a large compressive deformation, and the horizontal deformation of the antislip group increases. The soil strength increases and the horizontal movement of the soil around the pile decreases [19]. This type of antisliding group provides full horizontal bearing of the antisliding group, saves the cost of concrete material, and has some economic advantages. A schematic diagram of an antislip casing with a gearbox is shown in Figure 14.Figure 14
Schematic diagram of antislide piles with the flexible material.


## 2.1. External Load Determination

The selection of external forces plays an important role in the design of frame-type antislip groups [4]. Internal forces and analysis can be calculated only by determining the magnitude of ground collisions and the laws of motion [5]. Construction experience shows that the main factors affecting landslides include the thickness and nature of the soil, the shape of the sliding surface, and the location of the protection group. In general, the soil stability analysis method to determine the relationship between the stability coefficient and the soil collapse is similar to the calculation process of the collapse. Therefore, determining the ground collision mainly includes the following: determining the position of the sliding door and determining the ground collision path. Geological surveying is required to determine the location of the sliding surface, and the soil erosion process is usually determined by the strip method. Belt tracks can be divided into many calculation methods, such as arc tracks and bishop tracks. In China, the conversion factor method is often used to calculate soil thrust.The selection of external forces plays an important role in the design of frame-type antislip groups. Internal forces and analysis can be calculated only by determining the magnitude of ground collisions and the laws of motion. Construction experience shows that the main factors affecting landslides include the thickness and nature of the soil, the shape of the sliding surface, and the location of the protection group [6]. In general, the soil stability analysis method to determine the relationship between the stability coefficient and the soil collapse is similar to the calculation process of the collapse. Therefore, determining the ground collision mainly includes the following: determining the position of the sliding door and determining the ground collision path. Geological surveying is required to determine the location of the sliding surface, and the soil erosion process is usually determined by the strip method. Belt tracks can be divided into many calculation methods, such as arc tracks and bishop tracks. In China, the conversion factor method is often used to calculate soil thrust [7].The principle of the conversion factor is as follows: first, the sliding part of the sliding door is captured, which must be parallel to the direction of the sliding door, and then, the residual sliding force is calculated from high to low, that is, the difference between slip force and antislip force. If its value is less than or equal to 0, it indicates that it is in steady state and the ground collision should be recalculated from this function. In the calculation process, the sliding surface of the large soil should be divided into several vertical lines along the sliding surface according to the product and sliding direction of the large soil, which is used as a counting item [8]. Then, the residual sliding force of each block along the sliding surface is calculated. Finally, by adding the sliding area of each block, the soil collision of the soil body can be obtained. If the direction of the residual force of the sliding force of each slider is parallel to the sliding surface, the slider is considered a solid body, and the internal stress is not considered, and the transfer coefficient method can be used to calculate the friction on both sides of the slider [8, 9].In practical calculation, the distribution form of landslide thrust can be determined according to the properties of landslide and the form of antislip structure [10].When the stiffness of some landslide bodies is relatively large, relatively compact, and the fluidity index is small, and the sliding velocities of the bottom and top of the landslide bodies are roughly the same, we believe that the landslide thrust is roughly distributed in a rectangular way, as shown in Figure1.Figure 1
Rectangular distribution of landslide thrust.When the stiffness of the landslide is small and the compactness is low, the fluidity index is large, and the sliding velocity of the landslide increases the closer it is to the sliding surface [11]. At this time, we believe that the landslide thrust is roughly distributed in a triangle with small upper and large lower, as shown in Figure 2.Figure 2
Triangular distribution of landslide thrust.When the nature of the landslide is between the two, the landslide thrust is considered to be distributed in a trapezoidal manner, as shown in Figure3.Figure 3
Trapezoidal distribution of landslide thrust.The block diagram of sliding body using transfer coefficient method is shown in Figure4.Figure 4
Block diagram of sliding body using the transfer coefficient method.The basic force system diagram of sliding body block acting on theith block element with transfer coefficient method is shown in Figure 5.Figure 5
Diagram of the fundamental force system acting on blockI element.The basic force system acting on theith slider calculation unit is as follows:(1)
Wi is the self-gravity of the ith slider, its direction is downward, and the operation point is located at the center of gravity of the slider [12].(2)
The action area of the residual force of theEI−1 slide is located at the center of the interface between the two slides, and the direction is parallel to the sliding surface of the I − 1 slide.(3)
The support force of the sliding bed isNi, the workpiece is in the center of the sliding door, and the direction is perpendicular to the sliding surface. The following formula is used for calculation [13]:(1)Ni=Wicosαi.(4)
The sliding resistance of theith slider is Si, and the direction is parallel and opposite to the direction of the sliding surface. The calculation is as follows:(2)Si=Wicosαitanϕi+cili.ψ represents the angle of internal friction of the sliding surface on which the slider is located; c represents the coordinate of the sliding part where the slider is located; and L represents the length of the slide along the sliding surface.Then, the sliding force of the slider can be solved by solving the simple force system and the sliding force of the slider can be obtained. The thrust force of the soil reduces the shear strength of the sliding surface and increases the level of stability, and the formula is as follows:(3)ψ=cosαi−1−αi−sinαi−1−αitanϕiK.Push-ups on the ground increase the level of stability by increasing the sliding force of the weight. The formula is as follows:(4)ψ′=cosαi−1−αi−sinαi−1−αitanϕi,where E represents the collision at the end of the slide; K is the safety factor; W represents the weight of the sliding body; and α represents the angle of the sliding surface where the slider is located.


## 2.2. The Internal Force Calculation

The front pile mainly bears landslide thrust, and the back pile mainly bears slope resistance. The front and rear piles are coordinated to resist the landslide thrust through the connection of the beam and the secondary beam. The front and rear piles are rigidly connected with the beam and the secondary beam, which can transfer the bending moment, shear force, and axial force, so that the internal forces of the front and rear piles are redistributed, which greatly reduces the internal forces of the front piles and ensures the full play of the performance of the whole structure. When the landslide force acts on the front pile, the front pile deforms and the beam is rigidly connected with the anchor pile [14]. The rear pile deformation is limited by the beam, and the second beam controls the soil pressure around the anchor leg arm of the front and rear groups to reduce the pile cylinder deformation and control the deformation of the anchor group. To strengthen the slide as a whole and ensure its stability by ensuring the integrity of the entire structure, a pillar-type antisliding group is usually the ground thrust at the front of the front group, and the slope of the rear group is also shown in Figure 6.Figure 6
Force diagram of frame-type antislide pile.The frame-type antiskid group is basically based on a flat rigid frame structure, and the difference is that all joints are connected [15]. Then, the antiskid frame group is divided into three statically defined parts: the cantilever part of the front part, the middle part of the frame part, and the anchor of the base group. Then, the internal strength and deformation are analyzed and calculated using the mechanical method and the beam theory of elastic foundations. Figure 7 shows the theoretical calculation diagram of the antipolar slip group.Figure 7
Theoretical calculation diagram of frame-type antislide pile.The calculation diagram of the cantilever section of the front pile is shown in Figure8.Figure 8
Calculation diagram of the cantilever section of the front pile.The calculation diagram of the middle frame section is shown in Figure9.Figure 9
Schematic diagram of middle frame segment calculation.The calculation diagram of anchorage section is shown in Figure10.Figure 10
Calculation diagram of the anchorage section.IfP1=E1R/H, the bending moment M(x) and shear force Q(x) of the cantilever section of the front pile are formulated as follows:(5)Mx=12p1x2Qx=p1x,where x distance from pile top; B and H are pile section dimensions; R is the longitudinal pile spacing of frame-type antislide pile, and H1 is the landslide height.The bending momentM(x) and shear force Q(x) of the middle frame section are formulated as follows:(6)Mx=12EiRh02Qx=EiRh0,where H0 is the height of the cantilever end of the front pile.The deflection formula of the anchorage section pile body is calculated as follows:(7)EId4xdy2+xKHBP=0.


## 2.3. Landslide Thrust Calculation

The existing methods for calculating soil erosion on subgrade slopes mainly include the thrust residual method, which is the transfer coefficient method and the unbalanced thrust transfer method. The residual thrust method is a rigid body limit equilibrium analysis method, and its basic assumptions are as follows: the stability of subgrade slope is simplified to a plane problem; the landslide is regarded as an ideal elastic-plastic material [16]. The More–Coulomb failure criterion is used to control the strength of the slip surface by internal friction angle and cohesion force. The force of slope with arbitrary shape is shown in Figure 11.Figure 11
Forces on slopes with arbitrary shapes.The formula of total sliding force of IHCB strip is as follows:(8)pi=Wisinθi−1KWicosθitan−1ϕi+cili+pi−1ϕi,where P represents the collision at the end of the line; W represents the weight of the sliding body; K is the safety factor; p represents the rest of the clay compression at the end of the strip; θ represents the slip angle on the belt; L represents the length of the sliding area on the belt; c represents the unity unit of the sliding area on the belt; and ψ represents the angle of internal friction on the sliding surface of the belt.


## 2.4. Antislide Pile Reinforcement Technology

In the past, the stress and deformation characteristics of pile foundation and the reinforcement mechanism of antislide pile (or lateral restraint pile) under the horizontal displacement of the soil in the flat section have been studied in many bridge pile foundation projects [17]. The force diagram of the bridge foundation near the embankment slope is shown in Figure 12.Figure 12
Schematic diagram of bridge foundation stress near embankment slope.Bridge foundations are sensitive to horizontal displacements when in the ground, unlike piled foundations on level ground. Therefore, to secure the horizontal change in the bridge foundation, anticollision piles are more important to strengthen and support the landslide, as well as to control the shear deformation of the soil around the bridge. For anticollision piles, the horizontal loadT on the bridge foundation arises from two sources on the ground: (1) the load T1 from the peristaltic deformation of the sliding body of the bridge foundation in adverse conditions such as rain; (2) the horizontal deformation of the rear column pulls the soil in front of the pile to prevent column buckling and generate the T2 load on the bridge foundation. When the distance between the antislip pile and the bridge foundation is very close, the bridge foundation is usually subjected to T2 loading. As the distance between the two increases, T2 decreases and T1 increases, and the load on the bridge foundation also varies with the distance between the two [18]. When the distance between the bridge foundation and antislide pile is close or far, the soil circulation around the bridge foundation will affect the stress and deformation of the bridge foundation. Figure 13 shows the force diagram of a bridge foundation in clay supported by antislip piles.Figure 13
Schematic diagram of stress of bridge foundation in landslide reinforced by antislide piles.A kind of antislide pile with flexible material with small elastic modulus is used to control the horizontal displacement of landslide soil. Its working process is as follows: when the clay soil undergoes shear deformation, the material changes around the mass, and when the soil and rock mass are compressed, it causes a large compressive deformation, and the horizontal deformation of the antislip group increases. The soil strength increases and the horizontal movement of the soil around the pile decreases [19]. This type of antisliding group provides full horizontal bearing of the antisliding group, saves the cost of concrete material, and has some economic advantages. A schematic diagram of an antislip casing with a gearbox is shown in Figure 14.Figure 14
Schematic diagram of antislide piles with the flexible material.


## 3. Static Model Test of Antislide Piles of Different Nanomaterials in Railway Landslide

In this study, the landslide-bridge foundation works under construction or proposed are sorted out and summarized, and then, three typical works are selected. The scale model test under a conventional gravity field is carried out to study the stress mode and the interaction mechanism between landslide-bridge foundation and antislide pile in the whole process from deformation generation to failure. The influence of size effect can be reduced as much as possible by selecting larger test model size and strictly controlling the model-making process [20]. The test monitoring data were collected, sorted out, and analyzed by laying micro-earth pressure boxes, horizontal displacement meters, strain gauges, and phosphor bronze belts (strain gauges were symmetrically pasted along the belt body) around the bridge foundation and antislide piles [21].The position of the bridge foundation affects the choice of general and connecting links, which is often difficult to change. According to the relative location of the bridge foundation and the soil collision, the bridge foundation is usually located in the mud-protected area, but there are many bridge foundations on the landslide surface. The shear deformation of all sliding bodies occurs under the influence of soil surface energy reduction or sliding. The horizontal load on the ground of the bridge foundation is mainly due to two factors: the horizontal deformation of the sliding body and the horizontal compression caused by the deformation of the upper antisliding group. The foundation of the bridge is set in different areas of clay (sliding area or prevention of sliding area), and the horizontal deformation of the sliding body directly affects the appearance of the material used to protect the group, unlike that of the bridge foundation. To increase the stability of the mud in accordance with the project requirements, it is recommended to install anticollision piles around the slope of the mud footing to make full use of the soil protection and to reduce the soil push. The antiskid groups are responsible. Before the foundation of the bridge is built on the ground, it is necessary to protect the slide near the foot of the slope, to strengthen the entire mud, and to prevent landslides caused by the construction of the foundation of the upper bridge [22]. At the same time, a new bridge site can be selected on a slope with antislip piles. If the landslide protection section is long and the bridge foundation is located in the landslide protection section, how should the existing antislide piles in front of the bridge foundation and the bridge foundation be reinforced. The reinforced class remains to be studied. The deformation of the sliding body is discussed and the front-line reinforcement is evaluated to prevent the bridge foundation sliding group. Figure 15 shows the type of support for the antisliding section of the front of the bridge foundation.Figure 15
Reinforcement type of the front antislide pile of the bridge foundation located in the antislide section.When the bridge base is located at the antiskid section and the antiskid piles are connected above and below the bridge base, it is necessary to quickly install the front and rear antiskid groups to carry its load. The connection mechanism between the bridge base and the front and rear antislide piles in the shear deformation of the sliding body is discussed, and the reinforcement of the front and rear antislide piles of the bridge base is examined. Figure16 shows the types of front and rear piers to protect the bottom line of the bridge foundation from sliding [23].Figure 16
Reinforcement of the front and rear antislide piles in the antislide section of the bridge foundation.The difference between the stress and deformation characteristics of the bridge foundation and road abutment when the bridge foundation is in the sliding area compared with the bridge foundation in the antisliding area should be further investigated. The footing of the bridge is in a mudslide, and impact barriers have been installed above and below the footing for improvement. Figure17 shows the types of supports at the front and rear to prevent sliding in the sliding area of the bridge foundation.Figure 17
Reinforcement of the front and back row antislide piles in the sliding section of the bridge foundation.The main test components are miniature earth pressure box, horizontal displacement gauge, and strain gauge. When the instrument is laid, the bridge pile group foundation is treated as a whole, and the internal interaction of pile group during loading is not considered. The test components are arranged on the central axis of the model. For the convenience of narration, the position relationship of landslide, bridge foundation, and antislide pile system are agreed upon as follows, as shown in Figure18.Figure 18
Position relationship of landslide-bridge foundation-antislide pile system.When measuring the soil pressure in the front and rear of the bridge foundation and protection pile, a small earth pressure box and a pressure gauge were used to measure the body filter, and the distribution of energy types and materials was obtained from the front and rear antiskid groups and bridge foundations. The horizontal changes in the properties of the slope surface elements are measured by horizontal measurements, and the development and changes in the soil around the bridge foundation during the loading period are measured by phosphor bronze. A reinforced concrete structure was used for the bridge foundation and anticollision piles [24]. The balance of strength and effort length of the trap is consistent with the structure. Given that concrete is a different material, the length (L) of the gate of the measuring device should correspond to the diameter (D) of the concrete mixture, thus reducing the error caused by the unevenness of the product. In general, L ≥ 3D should be satisfied when concrete specimens are subjected to tensile tests. Therefore, the concrete was prepared for itself (the maximum diameter of coarse aggregates is not more than 6 mm, and aggregates with a diameter of less than 4.75 mm account for 95% of the total aggregate mass), several groups of test blocks made of different mixtures, and complete is obtained after correcting the assessment methods.The large-scale static model test was carried out in stages according to the following process:(1)
Clean the test tank. To minimize the influence of friction resistance on the inner wall of the test tank, the cement wall behind the test tank was cleaned and pasted with smooth kraft paper in the preparation stage of the test. To reduce the influence of boundary effect on the test, two layers of plastic film were laid after brushing lubricant on the kraft paper.(2)
Draw marking lines. Before filling the model, the landslide profile, bridge foundation, and antislide pile position should be marked in the test groove, so that the subsequent filling can be carried out according to the predetermined position. The grid was drawn on the transparent glass surface in front of the test tank and then vertically pasted on the glass panel with dough, to observe the deformation of the landslide soil from the front.(3)
Hanging Phosphor Bronze Belt. The phosphor bronze belt is suspended according to the established spatial position, and the lower end of the copper belt is fixed on the concrete block. The upper end is fixed on the top of the test tank by steel wire to ensure the vertical of the phosphor bronze belt after installation.(4)
Layered Fill Sliding Bed. The thickness of single-layer filling soil should be controlled at 10 cm. After leveling and tamping, samples should be taken at different locations of the model with a ring knife to test its moisture content and weight to meet the requirements. This step is repeated until close to the bridge foundation or antislide pile bottom elevation position.(5)
Fix the position of bridge foundation and antislide pile. Outside the test tank, the bridge base is tied with rope, and then, the bridge base is moved (suspended) from the upper part of the test tank to a predetermined position. The bridge foundation is mainly bound with the cap, the rope should avoid the bridge foundation pile, and it is ensured that the rope does not slide during the movement of the bridge foundation. Finally, the bridge will be flat and vertical through the rope. The antislide pile should not only ensure its vertical but also ensure that its horizontal position and row spacing meet the requirements.(6)
Continue to fill the sliding bed in layers. Filling the sliding bed is continued according to step (4), and the movement and speed when ramming the soil around the foundation pile and antislide pile of bridge are slowed down. In the process of filling, attention is paid to the plane position of the pile body and it is ensured that it is buried vertically. The disturbance of bridge foundation and antislide pile is avoided during the filling process.(7)
Bury the micro-earth pressure box. A miniature earth pressure box is buried in the design position, and silt is filled around the box.(8)
Make sliding surface. After filling the sliding bed, the surface of the bed is smoothened. A thin layer of fine sand is used to simulate the sliding surface so that the sliding body can fail according to the designed sliding surface.(9)
Fill the sliding body in layers. The filling method and precautions are consistent with the sliding bed.(10)
Horizontal displacement meter is arranged. The horizontal displacement meter on the fixing bracket is installed and leveled [25].(11)
Preloading. Preloading was carried out at 1/10 of the design load to reduce the void between the soils. After holding the load for 2 hours, it is unloaded to 0.(12)
Test Component Debugging. Test components are debugged during preloading.(13)
Start the test and collect data. The load is applied step by step according to the loading plan. After the single load is applied, the lower load can be carried out only when the change in the horizontal displacement gauge is less than 0.01 mm/min. During the test, a good job of taking photographs and recording is done.(14)
The model is excavated, and the failure of bridge foundation and antislide pile is recorded.The relationship between earth pressure distribution and load behind bridge foundation piles is shown in Figure19.Figure 19
Earth pressure relationship.Between the rear foundation pile and the middle row foundation pile, only four earth pressure measuring points are arranged above the sliding surface. The relationship between earth pressure distribution and load among piles in bridge foundation is shown in Figure20.Figure 20
Relationship between soil pressure distribution and load among piles in bridge foundation.The relationship between earth pressure distribution and load in front of bridge foundation pile is shown in Figure21.Figure 21
Relationship between soil pressure distribution and load in front of bridge foundation pile.The relationship between soil pressure distribution and load behind the front antislide pile is shown in Figure22.Figure 22
Relationship between soil pressure distribution and load behind front antislide pile.The relationship between soil pressure distribution and load in front of the front slide-resistant pile is shown in Figure23.Figure 23
Relationship between soil pressure distribution and load in front of the front row antislide pile.


## 4. 3D Numerical Simulation of Antislide Piles of Different Nanomaterials in Railway Landslide

In numerical simulation, the simulation methods of sliding surface can be generally divided into the following three types: (1) to establish a numerical model without sliding surface; (2) to create the numerical model of thin-layer solid element; and (3) to set the numerical model of joint element without thickness. In this study, the method of creating thin-layer solid elements is chosen to simulate the sliding surface [26]. In general, the shear strength of the soil of the sliding surface or sliding area (i.e., the sliding force is not in steady state and there is no shear deformation of the sliding body) can be obtained by rotation algorithm or shear method test [27]. The difficulty with the inverse algorithm is to evaluate the stability of the disturbed soil at the current level; that is, it is difficult to determine the stability coefficient. At the same time, the difference between the recovery model and the process will lead to errors in determining the shear strength without the sliding surface. For shear analysis, the shear strength of a sliding surface is easily affected by shear rate, normal stress, and fluid.The displacement judgment criteria of the bridge foundation are as follows: (1) the horizontal displacement design of the bridge foundation is allowed to be 25 mm; (2) the horizontal displacement value is in the range of 25∼50 mm, which is harmful to the bridge structure but can still work normally; and (3) bridge structures with horizontal displacement values exceeding 50 mm may be damaged. Based on the above criteria, the shear strength parameters of the sliding surface were reduced in three different degrees, so that the horizontal displacements of the bridge foundation were 0∼25 mm, 25∼50 mm, and more than 50 mm, respectively, to simulate the different service states of the bridge foundation. The numerical simulation results were compared with the model test results, focusing on the bending moment distribution of the rear foundation pile of the bridge and the displacement field distribution of the landslide, bridge foundation, and antislide pile system, so as to verify the applicability and accuracy of the numerical simulation results. According to the similarity ratio design scheme adopted in this study, the bending moment of bridge foundation pile measured in scale test is converted into prototype working condition [28].The numerical simulation solution results agree with the test model of the reinforced concrete structure with antislide piles at the front of the bridge foundation. Figure24 shows the horizontal displacement comparison between the experimental model and the numerical simulation of the pile against additional frontal sliding of the bridge foundation:Figure 24
Comparison of horizontal displacement field between numerical simulation and model test of reinforced front antislide piles in the antislide section of bridge foundation.Horizontal displacement field comparison between numerical simulation and model test of the reinforced front and rear antislide piles in the antislide section of the bridge foundation is shown in Figure25.Figure 25
Comparison of the horizontal displacement field of the front and rear antisliding piles reinforced with the antisliding section of the bridge foundation and the model test.Figure26 shows the comparison of the horizontal displacement field between the numerical simulation and the model test of the front and rear antisliding piles reinforced with the bridge foundation located in the sliding section.Figure 26
Horizontal displacement field comparison between numerical simulation and model test of the reinforced front and rear antislide piles in the sliding section of bridge foundation.


## 5. Conclusion and Prospect

In this study, through large-scale static model test, three-dimensional numerical simulation, and theoretical calculation, the coupling mechanism of the landslide inside the foundation group and the antislide group has been studied. Deep and some good judgments were drawn. For example, with the increase in the reduction in the strength of the uneven sliding surface, the internal strength (shear force and bending moment) and the horizontal displacement of the group in base continue to increase, but the law of distribution of internal and horizontal forces changes from the base. Groups never change. When there is no interlayer under the sliding surface, from the comparison of the internal energy of the three rows of the central group, the internal energy of the rear group in the same operation is the largest. When there is an interlayer under the sliding surface, the interlayer will change the distribution of the internal force of the base group, and the maximum value of the internal force will appear in the front part. However, in view of the complexity of the problem of mud, bridge foundation, and antislide group itself, this study chooses three working points based on the actual engineering model, and some assumptions or simplifications are made, which are difficult to meet the needs. However, in view of the complexity of the problems of mud, bridge foundation, and antislide group itself, this study selects three working points based on the actual engineering model and makes some assumptions or simplifications, but it is still difficult to meet the requirements of all engineering practices. It is suggested that the next study should study the response characteristics of previous landslides and traction landslides on different soil layers, as well as the antisliding group system of mud and bridge base under the additional load of the bridge.



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*Source: 7090309-2022-09-22.xml*