# Application of FBG Sensing Technology to Internal Deformation Monitoring of Landslide

Authors: Haiyou Peng; Bolin Chen; Ping Dong; Si chen; Yunping Liao; Qi Guo
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

Limited by geological survey methods, processes, and cost, it has long been a difficult thing to accurately detect the position of landslide slip surface and monitor the landslide internal deformation. Fiber Bragg grating (FBG) sensing technology has been widely used in geological engineering and geotechnical engineering due to its high-precision property. In this research, FBG sensing technology was applied to the monitoring of landslide internal deformation in Toudu, Chongqing, China. The in situ monitoring by FBG accurately determined the position of the landslide slip surface. Based on the relationship between fiber grating strain and deflection, the formula between landslide internal deformation and fiber grating strain was obtained, and the rationality of the formula was verified by the monitoring data of surface displacement. Finally, the internal deformation at the monitoring point of the Toudu landslide was calculated and the mechanism of the landslide was analyzed.


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## Body

## 1. Introduction

China is one of the countries with frequent landslide disasters in the world. The early identification, investigation, and monitoring of landslides, as well as the survey, design, and construction management, have become an important part of geological work. Particularly, the correct identification of the position of slip surface (belt) is the most important work, as position identification plays a vital role in reasonably understanding the mechanism, scale, and degree of damage and formulating a reasonable disposal plan. However, at present, in most landslide engineering applications, the position of slip surface is usually acquired by obtaining the potential slip surface through field investigation and theoretical calculation. Due to the limitations of geological drilling processes, it is difficult to accurately locate the slip surface from drilled rock and soil samples. Besides, there are also many uncertainties in locating potential slip surfaces by theoretical calculation in the case of multiple uncertain slip surfaces. Further, the traditional inclinometer-based method also has many shortcomings for the monitoring of internal displacement and slip surface of a landslide.Fiber Bragg grating (FBG) sensing technology is featured by high-precision, long-range, and long-term measurement and has been extensively applied to many fields. Since the first FBG was developed [1], the FBG sensing technology has been widely used in the stress, strain, health monitoring of structural engineering and geotechnical engineering, etc., for example, concrete structure monitoring [2, 3]; monitoring of bridge prestress loss [4, 5]; health monitoring of dams, bridges, and tunnels [6–9]; pressure monitoring of tunnel’s rock and soil [10]; lateral deformation monitoring of embankment soft soil [11]; and monitoring of basic engineering [12, 13].At present, researchers have also started to apply FBG sensing technology to the monitoring of landslides and slopes [14–27] and have achieved good results. Investigations on landslide deformation and stability using optical fiber sensing technology have been extensively performed in previous researches, mainly focusing on obtaining the ground displacement of landslides through optical fibers and on researching the mechanism of internal deformation through laboratory experiments. While for investigations on both the internal deformation and deep displacement of the landslide, the optical fiber sensing technology is rarely adopted due to the difficulties in equipment installation, the complex field environments, and the uncontrollable boundary conditions. There is rare practical research on the in situ monitoring of landslide internal deformation. Taking the Toudu landslide, Chongqing as an example, this research applies FBG to the monitoring of landslide internal deformation. The feasibility of FBG in monitoring the deep displacement has been verified as well. And the position of the slip surface was determined. Additionally, relationship between the strain of the FBG and the internal displacement of the landslide has been established according to the strain-deflection relationship of the fiber grating, which is further verified by the monitored data of the surface displacement. Therefore, the landslide internal deformation at the monitoring points was obtained. The research method and results in this paper provide a reference for locating the landslide slip surface as well as the theoretical research and engineering application of landslide internal deformation.


## 2. Fundamentals

### 2.1. FBG Sensing Technology

FBG sensing technology uses the sensitivity of fiber grating to light to form a spatial phase grating in the fiber core, as shown in Figure1. When a broad-spectrum light beam enters the fiber grating, the wavelength that satisfies the fiber Bragg condition will produce a reflection, and the other wavelengths will continue to propagate through the fiber grating. When some physical quantity of the object to be measured changes to cause strain to the fiber grating, the center wavelength of the reflected light changes correspondingly, and the reflected light is received by the receiver. Finally, the change in the physical quantity of the measured object can be measured.Figure 1
Illustration of FBG sensing technology.The direct external factors that cause wavelength drift are strain and temperature. When a fiber grating is used to monitor the physical quantities such as vibration, displacement, pressure, and inclination, it needs to be encapsulated in a specific structure that converts the physical quantities into another form, and the fiber grating in the structure will have a change in strain as a response to the change of external physical quantities, such as vibration and displacement. Then, the wavelength of reflected light will change in accordance with the change of external physical quantities. In summary, by detecting the wavelength variation, it is possible to acquire the change of external physical quantities, as illustrated in Figure2.Figure 2
Fundamental of measuring external physical quantities using FBG sensing technology.


### 2.2. Fundamental of the Monitoring of Landslide Internal Deformation with FBG

The monitoring of landslide internal deformation using FBG is mainly based on establishing the relationship between the mass points in a landslide and the deformation of fiber. As shown in Figure3, when the rock-soil body inside the landslide is deformed, the fiber installed in the landslide body in advance will deform and generate an axial direction strain, causing a change in the wavelength of the reflected wave. Then, the wavelength information of the reflected wave is transferred to the ground receiver through the optical fiber, and the wavelength information recorded at different positions in the fiber is recorded. Through interpretation, we can know where the strain occurs and the value of the strain, thereby obtaining the deformation mechanism of the slip surface and the mass points inside the landslide body.Figure 3
Fundamental of the monitoring of landslide internal deformation using fiber grating. (a) Single slip surface of landslide. (b) Multilayer slip surface landslide.
(a)(b)


### 2.3. Deflection Curve of Landslide Internal Deformation

According to the fundamental described above, it is assumed that (1) the deformation of the landslide rock-soil body and the inclinometer is coordinated; (2) the mass points in the landslide are moving in a parallel direction to the landslide slope; (3) the holes for monitoring are drilled vertically; (4) the rock-soil body below the potential sliding surface will not deform, and (5) fiber grating (and the PVC pipe) is buried in the rock-soil body with the fiber bottom below the potential sliding surface. The deformation of fiber grating below the potential sliding surface is limited due to its strong cementation with the rock-soil body. Therefore, the fiber grating above the potential sliding surface could deform freely with the sliding slope, and the internal displacement of the landslide can be reflected by the strain of fiber grating.Then, the formula for calculating the deflection curve of the landslide internal deformation can be established, as shown in Figure4. Figure 4(a) is a simplified diagram of calculating the deflection curve of landslide internal deformation. Each grating segment can be regarded as a calculation unit, and the displacement of the mass points in the landslide is the sum of the displacements of all calculation units below. Figure 4(b) shows a single calculation unit. The spacing of the points in the fiber grating is the initial value L0. After the landslide body slides, the mass point of the original landslide moves from position A to position B. The movement of the mass point in the calculation unit is L2i, the spacing of the points in the grating segment is L1, and the slope is γ.Figure 4
Schematic diagram of calculating the landslide internal deformation using fiber grating. (a) Calculation diagram of deflection curve. (b) Calculation diagram of deflection unit.
(a)(b)According to the geometric relationship in Figure4(b) and the cosine theorem, we have(1)L12=L2i2+L02−2L2iL0cos90°−γ.According to the strain relationship of the fiber grating, the length of the fiber deformed by the sliding body is expressed as(2)L1=L0−εiL0,where εi is the strain of a point in the grating, εi=μik (μi is the change in grating wavelength and k is a constant related to the fiber grating material and strain).The displacement of any mass point in the landslide is the sum of the displacements of all calculation units below it, given by(3)L2=∑i=0nL2i,where L2 is the displacement of measured point in the monitoring hole and n is the number of fiber grating calculation units from the bottom to the monitoring point in the monitoring hole.Substituting equation (2) into equation (1) to obtain L2i which is then substituted into equation (3), we can obtain the formula for calculating the displacement of any mass point in the landslide with respect to the strain of the fiber grating:(4)L2=∑i=0ncos90°−γ−cos290°−γ−2εi+εi2L0,where L0 is the spacing of the points in the grating, γ is the slope, and εi is the strain at a point in the grating.The displacement of measured point in the monitoring hole can be calculated by equation (4), where γ (landslide slope) can be directly measured; L0 (point spacing in the fiber grating) is the default value used as received from the factory; n is the number of grating points that equidistantly preset in the monitoring hole; and εi is the strain of the grating point and it can be calculated by εi=μik while the wavelength can be determined by the ground fiber grating optic detector.


## 2.1. FBG Sensing Technology

FBG sensing technology uses the sensitivity of fiber grating to light to form a spatial phase grating in the fiber core, as shown in Figure1. When a broad-spectrum light beam enters the fiber grating, the wavelength that satisfies the fiber Bragg condition will produce a reflection, and the other wavelengths will continue to propagate through the fiber grating. When some physical quantity of the object to be measured changes to cause strain to the fiber grating, the center wavelength of the reflected light changes correspondingly, and the reflected light is received by the receiver. Finally, the change in the physical quantity of the measured object can be measured.Figure 1
Illustration of FBG sensing technology.The direct external factors that cause wavelength drift are strain and temperature. When a fiber grating is used to monitor the physical quantities such as vibration, displacement, pressure, and inclination, it needs to be encapsulated in a specific structure that converts the physical quantities into another form, and the fiber grating in the structure will have a change in strain as a response to the change of external physical quantities, such as vibration and displacement. Then, the wavelength of reflected light will change in accordance with the change of external physical quantities. In summary, by detecting the wavelength variation, it is possible to acquire the change of external physical quantities, as illustrated in Figure2.Figure 2
Fundamental of measuring external physical quantities using FBG sensing technology.


## 2.2. Fundamental of the Monitoring of Landslide Internal Deformation with FBG

The monitoring of landslide internal deformation using FBG is mainly based on establishing the relationship between the mass points in a landslide and the deformation of fiber. As shown in Figure3, when the rock-soil body inside the landslide is deformed, the fiber installed in the landslide body in advance will deform and generate an axial direction strain, causing a change in the wavelength of the reflected wave. Then, the wavelength information of the reflected wave is transferred to the ground receiver through the optical fiber, and the wavelength information recorded at different positions in the fiber is recorded. Through interpretation, we can know where the strain occurs and the value of the strain, thereby obtaining the deformation mechanism of the slip surface and the mass points inside the landslide body.Figure 3
Fundamental of the monitoring of landslide internal deformation using fiber grating. (a) Single slip surface of landslide. (b) Multilayer slip surface landslide.
(a)(b)


## 2.3. Deflection Curve of Landslide Internal Deformation

According to the fundamental described above, it is assumed that (1) the deformation of the landslide rock-soil body and the inclinometer is coordinated; (2) the mass points in the landslide are moving in a parallel direction to the landslide slope; (3) the holes for monitoring are drilled vertically; (4) the rock-soil body below the potential sliding surface will not deform, and (5) fiber grating (and the PVC pipe) is buried in the rock-soil body with the fiber bottom below the potential sliding surface. The deformation of fiber grating below the potential sliding surface is limited due to its strong cementation with the rock-soil body. Therefore, the fiber grating above the potential sliding surface could deform freely with the sliding slope, and the internal displacement of the landslide can be reflected by the strain of fiber grating.Then, the formula for calculating the deflection curve of the landslide internal deformation can be established, as shown in Figure4. Figure 4(a) is a simplified diagram of calculating the deflection curve of landslide internal deformation. Each grating segment can be regarded as a calculation unit, and the displacement of the mass points in the landslide is the sum of the displacements of all calculation units below. Figure 4(b) shows a single calculation unit. The spacing of the points in the fiber grating is the initial value L0. After the landslide body slides, the mass point of the original landslide moves from position A to position B. The movement of the mass point in the calculation unit is L2i, the spacing of the points in the grating segment is L1, and the slope is γ.Figure 4
Schematic diagram of calculating the landslide internal deformation using fiber grating. (a) Calculation diagram of deflection curve. (b) Calculation diagram of deflection unit.
(a)(b)According to the geometric relationship in Figure4(b) and the cosine theorem, we have(1)L12=L2i2+L02−2L2iL0cos90°−γ.According to the strain relationship of the fiber grating, the length of the fiber deformed by the sliding body is expressed as(2)L1=L0−εiL0,where εi is the strain of a point in the grating, εi=μik (μi is the change in grating wavelength and k is a constant related to the fiber grating material and strain).The displacement of any mass point in the landslide is the sum of the displacements of all calculation units below it, given by(3)L2=∑i=0nL2i,where L2 is the displacement of measured point in the monitoring hole and n is the number of fiber grating calculation units from the bottom to the monitoring point in the monitoring hole.Substituting equation (2) into equation (1) to obtain L2i which is then substituted into equation (3), we can obtain the formula for calculating the displacement of any mass point in the landslide with respect to the strain of the fiber grating:(4)L2=∑i=0ncos90°−γ−cos290°−γ−2εi+εi2L0,where L0 is the spacing of the points in the grating, γ is the slope, and εi is the strain at a point in the grating.The displacement of measured point in the monitoring hole can be calculated by equation (4), where γ (landslide slope) can be directly measured; L0 (point spacing in the fiber grating) is the default value used as received from the factory; n is the number of grating points that equidistantly preset in the monitoring hole; and εi is the strain of the grating point and it can be calculated by εi=μik while the wavelength can be determined by the ground fiber grating optic detector.


## 3. Experiment

### 3.1. Overview of the Toudu Landslide

The Toudu landslide is located in the south slope of Jinfo Mountain, Chongqing, China. The overall terrain is high in the north and low in the south. The rear edge of the landslide body is 1035 m above sea level, the elevation at the shearing exit is 900 m, and the relative height difference of the landslide area is about 135 m. The terrain slope is between 10° and 25°, and the overall slope is 13°. The right side of the landslide is bounded by the natural gully, the left side is bounded by the ridge, the trailing edge is bounded by the steep junction, and the surrounding crack can be obviously observed. The surface of the Toudu landslide mainly includes terraced arable land, houses, and a small amount of forest land (as shown in Figure5).Figure 5
Layout of the Toudu landslide monitoring.The landslide body is the pile-up body generated by the breaking down of the rock body in the upper part of the landslide and its accumulating in the middle and lower part of the slope and at the foot of the slope. In the early stage, the pile-up body blocked the original river channel. Under the long-term impact and erosion of the river channel, the soil that blocked the river channel and broke down the pile-up body was washed out, and the soil and rock at the slope foot were hollowed out, forming large-pore rock stack layer. The landslide dam at the slope foot gradually collapsed under the gravity of the middle and upper part of the slope, which caused the whole slope to deform and landslide again. After experiencing the deformation process in multiple stages, the bedrock of the current stage was deeply buried, forming the slope composed of a silty soil layer and a thin layer of silty clay. Then, the Toudu landslide slid again after the rain, forming a higher water level.Through geological exploration, it was found that the landslide had multiple layers suspected to be potential slip surfaces controlled by different rock-soil interfaces, as shown in Figure6, which are labeled as slip surfaces S1, S2, S3, S4, and S5, respectively. The potential slip surface S1 is the interface between the surface silty clay and the lower rock layer; the potential slip surfaces S2 and S4 are the interface between the second silty clay layer and the lower rock layer; the potential slip surfaces S3 and S5 are the interface between the silty clay and the lower shale layer. As a consequence, geological workers cannot locate the main slip interfaces by geological surveys, drilling, or other means.Figure 6
Cross-section of the monitoring of internal deformation for the Toudu landslide.In this research, the FBG sensing technology was used to monitor the landslide internal deformation, thereby locating the position of the slip surface and exploring the mechanism of landslide internal deformation. Considering the deformation distribution characteristics of the entire landslide body, four monitoring holes were drilled in each greatly deformed position of the landslide, that is, middle-upper, middle, and lower-middle positions of the landslide, which are labeled asD1, D2, D3, and D4. The details are presented in Figure 6. D1, D3, and D4 penetrated the potential slip surface of each layer and penetrated into the bedrock. Limited by the construction conditions, D2 only penetrated the potential slip surface S1 and did not penetrate into the bedrock, as shown in Figure 6.In order to verify the rationality of the proposed monitoring method and the formula with respect to landslide internal deformation, multiple monitoring points of surface displacement were set on the ground surface, and the surface monitoring points corresponding toD1, D2, D3, and D4 were points 5, 12, 17, and 18.


### 3.2. Installation of Monitoring Equipment

In the experiment, the FGB monitoring equipment for landslide internal deformation mainly includes two parts: the data acquisition equipment and the FBG sensor. The data acquisition equipment is a convenient and dense quasidistributed optical fiber strain gauge. The FBG sensor adopts a conventional grating with point string, and the point spacingL0 is 1.0 m. The center characteristic wavelengths of the grating points are 1531 nm, 1543 nm, and 1555 nm, respectively, and the strain range is the wavelength difference Δλ = 8 nm.In the experiment, the fiber grating should be installed and constructed in a reasonable manner, which is very important for the monitoring work. The installation process is shown in Figures7 and 8. In order to coordinate the fiber sensing structure with the rock-soil body deformation, we used high-strength PVC tube as the conversion medium, fixed the fiber sensing structure to the high-strength PVC tube, and then embed the PVC tube in the drilled hole of landslide. The specific operation is as follows: (1) fiber grating sensor was pasted on the high-strength PVC tube with AB-type epoxy resin glue. After the pasting, the surface was sealed with cloth-based tape to isolate the water. (2) The monitoring holes were the holes that were just drilled for geological survey, with a diameter of 110 mm for each hole. The PVC tube with the fiber grating sensor was affixed vertically to the center of the hole, as shown in Figures 8 and 9. Then, the grouting filler was used to fill the hole. The clay and silty clay at site are hard to be compacted during backfilling process. For a better compaction and formation of dense structure, further, the excellent coupling effect between the equipment and the backfill materials, the dried and loose sand is adopted as the backfill materials. During sand backfilling, the sand is cautiously poured into the hole using a funnel with flow rate carefully controlling at 0.1 L/s). Then water is slowly injected into the sand filled hole, which will result in redistribution of the sand particles and effectively fill the gaps in the hole. Thereby ensuring that the sand could be deposited from bottom to top until it was filled. As a result, the fiber grating tube was in good contact with the landslide body, playing the role of deformation coordination.Figure 7
Schematic diagram of the cross-section of the monitoring hole installed with fiber grating.Figure 8
Schematic diagram of the equipment installation for the monitoring of landslide internal deformation using fiber grating.Figure 9
Field installation of fiber grating monitoring equipment.In order to eliminate the influence of the temperature on the FBG sensor, a temperature-compensated FBG sensor was installed along the inside of the PVC tube, and it could freely retract from the tube (as shown in Figures7 and 8). Therefore, during the landslide deformation process, the strain of the temperature-compensated fiber grating would not be caused by the deformation of the tube. The data in this paper has already been corrected with consideration of the temperature compensation. The FBG sensor was firmly pasted to high-strength PVC tube, and the flow of water had little effect on the deformation of the PVC tube. Therefore, the flow of water had little effect on the strain of the FBG sensor, which could be ignored.In order to test the deformation performance of the FBG sensor and the PVC tube and to calibrate the value of the constantk, AB glue was used to attach the FBG sensor to the PVC tube, and then a tensile test is performed on the PVC tube under laboratory conditions. The deformation of the FBG sensor and the PVC tube is monitored simultaneously, and the constant k is calibrated to be 845 (mm−1).The installation parameters of the equipment at each monitoring hole are shown in Table1. The number of grating points in D1, D2, D3, and D4 are 34, 22, 30, and 34, respectively.Table 1
Monitoring hole information of fiber grating monitoring.
Monitoring pointsThickness of drilled soil layer (m)Number of grating pointsD129.634D228.222D328.530D430.734


## 3.1. Overview of the Toudu Landslide

The Toudu landslide is located in the south slope of Jinfo Mountain, Chongqing, China. The overall terrain is high in the north and low in the south. The rear edge of the landslide body is 1035 m above sea level, the elevation at the shearing exit is 900 m, and the relative height difference of the landslide area is about 135 m. The terrain slope is between 10° and 25°, and the overall slope is 13°. The right side of the landslide is bounded by the natural gully, the left side is bounded by the ridge, the trailing edge is bounded by the steep junction, and the surrounding crack can be obviously observed. The surface of the Toudu landslide mainly includes terraced arable land, houses, and a small amount of forest land (as shown in Figure5).Figure 5
Layout of the Toudu landslide monitoring.The landslide body is the pile-up body generated by the breaking down of the rock body in the upper part of the landslide and its accumulating in the middle and lower part of the slope and at the foot of the slope. In the early stage, the pile-up body blocked the original river channel. Under the long-term impact and erosion of the river channel, the soil that blocked the river channel and broke down the pile-up body was washed out, and the soil and rock at the slope foot were hollowed out, forming large-pore rock stack layer. The landslide dam at the slope foot gradually collapsed under the gravity of the middle and upper part of the slope, which caused the whole slope to deform and landslide again. After experiencing the deformation process in multiple stages, the bedrock of the current stage was deeply buried, forming the slope composed of a silty soil layer and a thin layer of silty clay. Then, the Toudu landslide slid again after the rain, forming a higher water level.Through geological exploration, it was found that the landslide had multiple layers suspected to be potential slip surfaces controlled by different rock-soil interfaces, as shown in Figure6, which are labeled as slip surfaces S1, S2, S3, S4, and S5, respectively. The potential slip surface S1 is the interface between the surface silty clay and the lower rock layer; the potential slip surfaces S2 and S4 are the interface between the second silty clay layer and the lower rock layer; the potential slip surfaces S3 and S5 are the interface between the silty clay and the lower shale layer. As a consequence, geological workers cannot locate the main slip interfaces by geological surveys, drilling, or other means.Figure 6
Cross-section of the monitoring of internal deformation for the Toudu landslide.In this research, the FBG sensing technology was used to monitor the landslide internal deformation, thereby locating the position of the slip surface and exploring the mechanism of landslide internal deformation. Considering the deformation distribution characteristics of the entire landslide body, four monitoring holes were drilled in each greatly deformed position of the landslide, that is, middle-upper, middle, and lower-middle positions of the landslide, which are labeled asD1, D2, D3, and D4. The details are presented in Figure 6. D1, D3, and D4 penetrated the potential slip surface of each layer and penetrated into the bedrock. Limited by the construction conditions, D2 only penetrated the potential slip surface S1 and did not penetrate into the bedrock, as shown in Figure 6.In order to verify the rationality of the proposed monitoring method and the formula with respect to landslide internal deformation, multiple monitoring points of surface displacement were set on the ground surface, and the surface monitoring points corresponding toD1, D2, D3, and D4 were points 5, 12, 17, and 18.


## 3.2. Installation of Monitoring Equipment

In the experiment, the FGB monitoring equipment for landslide internal deformation mainly includes two parts: the data acquisition equipment and the FBG sensor. The data acquisition equipment is a convenient and dense quasidistributed optical fiber strain gauge. The FBG sensor adopts a conventional grating with point string, and the point spacingL0 is 1.0 m. The center characteristic wavelengths of the grating points are 1531 nm, 1543 nm, and 1555 nm, respectively, and the strain range is the wavelength difference Δλ = 8 nm.In the experiment, the fiber grating should be installed and constructed in a reasonable manner, which is very important for the monitoring work. The installation process is shown in Figures7 and 8. In order to coordinate the fiber sensing structure with the rock-soil body deformation, we used high-strength PVC tube as the conversion medium, fixed the fiber sensing structure to the high-strength PVC tube, and then embed the PVC tube in the drilled hole of landslide. The specific operation is as follows: (1) fiber grating sensor was pasted on the high-strength PVC tube with AB-type epoxy resin glue. After the pasting, the surface was sealed with cloth-based tape to isolate the water. (2) The monitoring holes were the holes that were just drilled for geological survey, with a diameter of 110 mm for each hole. The PVC tube with the fiber grating sensor was affixed vertically to the center of the hole, as shown in Figures 8 and 9. Then, the grouting filler was used to fill the hole. The clay and silty clay at site are hard to be compacted during backfilling process. For a better compaction and formation of dense structure, further, the excellent coupling effect between the equipment and the backfill materials, the dried and loose sand is adopted as the backfill materials. During sand backfilling, the sand is cautiously poured into the hole using a funnel with flow rate carefully controlling at 0.1 L/s). Then water is slowly injected into the sand filled hole, which will result in redistribution of the sand particles and effectively fill the gaps in the hole. Thereby ensuring that the sand could be deposited from bottom to top until it was filled. As a result, the fiber grating tube was in good contact with the landslide body, playing the role of deformation coordination.Figure 7
Schematic diagram of the cross-section of the monitoring hole installed with fiber grating.Figure 8
Schematic diagram of the equipment installation for the monitoring of landslide internal deformation using fiber grating.Figure 9
Field installation of fiber grating monitoring equipment.In order to eliminate the influence of the temperature on the FBG sensor, a temperature-compensated FBG sensor was installed along the inside of the PVC tube, and it could freely retract from the tube (as shown in Figures7 and 8). Therefore, during the landslide deformation process, the strain of the temperature-compensated fiber grating would not be caused by the deformation of the tube. The data in this paper has already been corrected with consideration of the temperature compensation. The FBG sensor was firmly pasted to high-strength PVC tube, and the flow of water had little effect on the deformation of the PVC tube. Therefore, the flow of water had little effect on the strain of the FBG sensor, which could be ignored.In order to test the deformation performance of the FBG sensor and the PVC tube and to calibrate the value of the constantk, AB glue was used to attach the FBG sensor to the PVC tube, and then a tensile test is performed on the PVC tube under laboratory conditions. The deformation of the FBG sensor and the PVC tube is monitored simultaneously, and the constant k is calibrated to be 845 (mm−1).The installation parameters of the equipment at each monitoring hole are shown in Table1. The number of grating points in D1, D2, D3, and D4 are 34, 22, 30, and 34, respectively.Table 1
Monitoring hole information of fiber grating monitoring.
Monitoring pointsThickness of drilled soil layer (m)Number of grating pointsD129.634D228.222D328.530D430.734


## 4. Results Analysis

The data of landslide internal deformation at the four monitoring points were collected in an irregular manner from December 3, 2018, to February 19, 2019. The collected data were used for analyzing the position of slip surface and the mechanism of landslide internal deformation.


### 4.1. Recognition of Landslide Slip Surface

In the experiment, we collected the center wavelength of the reflected wave along the drilling depth at four monitoring holesD1, D2, D3, and D4. The results are shown in Figures 10–13. It can be seen from the figures that, the central wavelength at D1, D2, D3, and D4 gradually increases with depth increasing, and after reaching a certain depth, the wavelengths of D1, D3, and D4 have a sudden change at the positions of 27.7 m, 24.0 m, and 28.6 m, respectively. This indicates that at these positions, the fiber grating had large strain and the rock-soil body was also deformed greatly. So, it could be determined that the positions were exactly the positions of the main slip surfaces of the landslide. No abrupt change in wavelength was observed at D2, indicating that D2 did not penetrate the main slip surface of the landslide. At the same time, from the comparison and analysis of the monitoring data collected in multiperiods, the central characteristic wavelengths of the grating points at D1, D2, D3, and D4 increased with time increasing, indicating that the landslide continuously produced slow sliding deformation from the day of starting monitoring.Figure 10
Wavelength of fiber grating atD1.Figure 11
Wavelength of fiber grating atD2.Figure 12
Wavelength of fiber grating atD3.Figure 13
Wavelength of fiber grating atD4.By integrating the data at the four holes, the main slip surfaces of the landslide could be obtained, as shown in Figure14. It could be seen from the figure that the landslide mainly slid deep along the interface between the shale and the silty clay. With the potential slip surfaces S1, S2, and S4 excluded, it was determined that the main slip surfaces were S3 and S5.Figure 14
Cross-section of the monitoring of internal deformation for the Toudu landslide.


### 4.2. Landslide Internal Deformation

According to the formula for calculating the displacement of any mass point in the landslide with respect to the strain of the fiber grating, the surface displacements ofD1, D3, and D4 could be calculated and were then compared with the surface displacement of monitoring points 5, 17, and 18 adjacent to the three points (as shown in Figure 15). It could be seen from Figure 15 that the surface displacements obtained by the formula were basically consistent with the measured ones, and the measured values were slightly larger than the calculated values, indicating the rationality of the formula.Figure 15
Comparison of the surface displacement calculated by the proposed formula and the measured values.According to the formula for calculating the displacement of any mass point in the landslide with respect to the strain of the fiber grating, the displacements of internal mass points in the landslide atD1, D3, and D4 could be calculated (the data were collected on February 19, 2019), as shown in Figure 16. The monitoring point D1 was located at the trailing edge of the landslide, where the rock-soil mass point above the slip surface moved down along the slope as a whole, and the displacement value gradually increased along the sliding surface. The monitoring point D4 was located at the front edge of the landslide, where the rock-soil mass point above the slip surface moved down along the slope as a whole, but a disturbance displacement occurred along the slope on the slip surface. The monitoring point D3 was located in the lower-middle part of the landslide, where the rock-soil mass point above the slip surface moved down along the slope as a whole, but a disturbance displacement occurred along the slope on the slip surface, and its value was smaller than that at D4.Figure 16
Internal deformation of landslide.According to the internal deformation mechanism ofD1, D3, and D4, it could be preliminarily determined that the landslide was a thrust load-caused landslide caused by rainfall-induced instability of the trailing edge of the landslide.


## 4.1. Recognition of Landslide Slip Surface

In the experiment, we collected the center wavelength of the reflected wave along the drilling depth at four monitoring holesD1, D2, D3, and D4. The results are shown in Figures 10–13. It can be seen from the figures that, the central wavelength at D1, D2, D3, and D4 gradually increases with depth increasing, and after reaching a certain depth, the wavelengths of D1, D3, and D4 have a sudden change at the positions of 27.7 m, 24.0 m, and 28.6 m, respectively. This indicates that at these positions, the fiber grating had large strain and the rock-soil body was also deformed greatly. So, it could be determined that the positions were exactly the positions of the main slip surfaces of the landslide. No abrupt change in wavelength was observed at D2, indicating that D2 did not penetrate the main slip surface of the landslide. At the same time, from the comparison and analysis of the monitoring data collected in multiperiods, the central characteristic wavelengths of the grating points at D1, D2, D3, and D4 increased with time increasing, indicating that the landslide continuously produced slow sliding deformation from the day of starting monitoring.Figure 10
Wavelength of fiber grating atD1.Figure 11
Wavelength of fiber grating atD2.Figure 12
Wavelength of fiber grating atD3.Figure 13
Wavelength of fiber grating atD4.By integrating the data at the four holes, the main slip surfaces of the landslide could be obtained, as shown in Figure14. It could be seen from the figure that the landslide mainly slid deep along the interface between the shale and the silty clay. With the potential slip surfaces S1, S2, and S4 excluded, it was determined that the main slip surfaces were S3 and S5.Figure 14
Cross-section of the monitoring of internal deformation for the Toudu landslide.


## 4.2. Landslide Internal Deformation

According to the formula for calculating the displacement of any mass point in the landslide with respect to the strain of the fiber grating, the surface displacements ofD1, D3, and D4 could be calculated and were then compared with the surface displacement of monitoring points 5, 17, and 18 adjacent to the three points (as shown in Figure 15). It could be seen from Figure 15 that the surface displacements obtained by the formula were basically consistent with the measured ones, and the measured values were slightly larger than the calculated values, indicating the rationality of the formula.Figure 15
Comparison of the surface displacement calculated by the proposed formula and the measured values.According to the formula for calculating the displacement of any mass point in the landslide with respect to the strain of the fiber grating, the displacements of internal mass points in the landslide atD1, D3, and D4 could be calculated (the data were collected on February 19, 2019), as shown in Figure 16. The monitoring point D1 was located at the trailing edge of the landslide, where the rock-soil mass point above the slip surface moved down along the slope as a whole, and the displacement value gradually increased along the sliding surface. The monitoring point D4 was located at the front edge of the landslide, where the rock-soil mass point above the slip surface moved down along the slope as a whole, but a disturbance displacement occurred along the slope on the slip surface. The monitoring point D3 was located in the lower-middle part of the landslide, where the rock-soil mass point above the slip surface moved down along the slope as a whole, but a disturbance displacement occurred along the slope on the slip surface, and its value was smaller than that at D4.Figure 16
Internal deformation of landslide.According to the internal deformation mechanism ofD1, D3, and D4, it could be preliminarily determined that the landslide was a thrust load-caused landslide caused by rainfall-induced instability of the trailing edge of the landslide.


## 5. Conclusions

Taking the Toudu landslide as an example, this paper presents the application of FBG to the in situ monitoring of landslide internal deformation. The conclusions are summarized as follows:(1)
Based on the FBG sensing technology, this research locates the position of the main slip surface of the landslide and proposes the slip surface recognition method.(2)
Based on the deflection curve of landslide internal deformation, the formula for calculating the landslide internal deformation with respect to fiber grating strain is proposed. The rationality of the formula is verified by the comparison of calculated displacement values and measured ones. The internal deformation of the Toudu landslide is analyzed to clarify the formation mechanism of the Toudu landslide.



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*Source: 1328945-2020-06-30.xml*