A Laboratory Experimental Study: An FBG-PVC Tube Integrated Device for Monitoring the Slip Surface of Landslides

A new detection device was designed by integrating fiber Bragg grating (FBG) and polyvinyl chloride (PVC) tube in order to monitor the slip surface of a landslide. Using this new FBG-based device, a corresponding slope model with a pre-set slip surface was designed, and seven tests with different soil properties were carried out in laboratory conditions. The FBG sensing fibers were fixed on the PVC tube to measure strain distributions of PVC tube at different elevation. Test results indicated that the PVC tube could keep deformation compatible with soil mass. The new device was able to monitor slip surface location before sliding occurrence, and the location of monitored slip surface was about 1–2 cm above the pre-set slip surface, which basically agreed with presupposition results. The monitoring results are expected to be used to pre-estimate landslide volume and provide a beneficial option for evaluating the potential impact of landslides on shipping safety in the Three Gorges area.


Introduction
Numerous deep-seated landslides with undetermined slip surfaces are widely distributed in the Three Gorges area. These landslides are easily affected by rainstorms or reservoir water level variations and may suddenly slide along slip surfaces, causing catastrophe for local residents [1][2][3][4]. The construction of landslide control works is an effective method for landslide defense. However, there are many landslides in need of disaster mitigation, and the construction of landslide control works will cost a great deal of money and take a long time [5]. Therefore, landslide monitoring in the Three Gorges area is essential for disaster mitigation [6,7]. Currently, the main monitoring purpose within this area is determining whether a landslide occurs or not by analyzing the real-time monitoring data [8][9][10][11][12]. Monitoring modes that only have an early warning function cannot fundamentally prevent landslide occurrence. When a deep-seated landslide cannot be stopped from sliding into the reservoir, besides evacuating residents with the help of the monitoring data, the remaining important mitigation tasks in this area are to assess the possibility of blocking river channel and the potential impact of the surge on shipping safety. These dangerous situations closely relate to the landslide volume sliding into the reservoir. Apparently, current monitoring methods using only This paper addresses the problems in FBG-or BOTDA-based slip surface monitoring methods at present, and a monitoring device for the slip surface integrating FBG and PVC tube is proposed. A series of slope mode tests were conducted in laboratory conditions to verify its reliability. The potential application of this new device was also discussed based on the slip surface monitoring results. This new device could be applied in natural landslide monitoring with the help of borehole technology and can be expected to provide a scientific basis for slip surface monitoring using the FBG technique.

Monitoring Device Design
The proposed monitoring device includes a sensing system and a force-light conversion system ( Figure 1).The former, based on the strain sensing technique, is composed of the FBG demodulator, FBG strain sensors and signal transmission fiber optic cable, and the latter mainly of the PVC tube and slope mass. Compared with steel tube or other materials with high stiffness [31], PVC tube has a lower elastic modulus that allows it to keep deformation compatible with soil mass as far as possible. Therefore, PVC tube was chosen as the carrier for FBG sensors. The quasi-distributed FBG sensors are installed on the PVC tube at different elevations instead of being layer embedded in soil mass (Figure 1), so the quantity demand for sensing fibers would be reduced without excavating a huge soil mass. results. This new device could be applied in natural landslide monitoring with the help of borehole technology and can be expected to provide a scientific basis for slip surface monitoring using the FBG technique.

Monitoring Device Design
The proposed monitoring device includes a sensing system and a force-light conversion system ( Figure 1).The former, based on the strain sensing technique, is composed of the FBG demodulator, FBG strain sensors and signal transmission fiber optic cable, and the latter mainly of the PVC tube and slope mass. Compared with steel tube or other materials with high stiffness [31], PVC tube has a lower elastic modulus that allows it to keep deformation compatible with soil mass as far as possible. Therefore, PVC tube was chosen as the carrier for FBG sensors. The quasi-distributed FBG sensors are installed on the PVC tube at different elevations instead of being layer embedded in soil mass ( Figure 1), so the quantity demand for sensing fibers would be reduced without excavating a huge soil mass.

Monitoring Principle of FBG
The core material of the optic fiber is characterized by photosensitivity, and when illuminated by ultraviolet light its refractive index varies with changing light intensity. This behavior allows the UV write-in technique to be adopted to write the coherent field of incident light into the fiber core so as to have periodic variations of the refractive index in the core area, where the light of a specific wavelength can be reflected. The English physicist Bragg found the reflection law of FBG: where λB is the reflected light wavelength; n is the effective refractive index; Λ is the optical grating's period.
The reflected light wavelength λB of FBG varies with the change of temperature and strain, so its wavelength shift ∆λB versus the increment of strain ∆ε and of temperature ∆T can be expressed as: where Kε and KT denote the strain sensibility coefficient (nm/µε) and the temperature sensibility coefficient (nm/°C), respectively [14,18]. It needs to be noted that all the tests have been completed under normal temperature level, and time for data collection is very short. It is therefore reasonable to assume that the shift of central wavelength is irrelevant to temperature variation, so ∆λB in the expression (2) is relevant only to the strain increment ∆ε. Accordingly, the expression (2) could be transformed as:

Monitoring Principle of FBG
The core material of the optic fiber is characterized by photosensitivity, and when illuminated by ultraviolet light its refractive index varies with changing light intensity. This behavior allows the UV write-in technique to be adopted to write the coherent field of incident light into the fiber core so as to have periodic variations of the refractive index in the core area, where the light of a specific wavelength can be reflected. The English physicist Bragg found the reflection law of FBG: where λ B is the reflected light wavelength; n is the effective refractive index; Λ is the optical grating's period. The reflected light wavelength λ B of FBG varies with the change of temperature and strain, so its wavelength shift ∆λ B versus the increment of strain ∆ε and of temperature ∆T can be expressed as: where K ε and K T denote the strain sensibility coefficient (nm/µε) and the temperature sensibility coefficient (nm/ • C), respectively [14,18]. It needs to be noted that all the tests have been completed under normal temperature level, and time for data collection is very short. It is therefore reasonable to assume that the shift of central wavelength is irrelevant to temperature variation, so ∆λ B in the expression (2) is relevant only to the strain increment ∆ε. Accordingly, the expression (2) could be transformed as: The bragger wavelength shift can be converted into strain value using the expression (3), where the strain sensibility coefficient K ε = 1.2 [18].

Relationship between PVC Tube and Slip Surface Location
As shown in Figure 2, the left side of the PVC tube above the sliding surface (red line in Figure 2) was in compression state and accordingly yielded compressive strain, when an external force was applied. The thrust force listed in Figure 2 caused that the tube had a tendency of pulling out from soil mass. However, this tendency was constrained and stopped, because the tube end was fixed in the bed rock. Just because this tendency was limited, the left side of the PVC tube beneath the slip surface was in tensile state and accordingly yielded tensile strain. Apparently, slip surface could be considered the interface of compressive and tensile zones of PVC tube. Here the sign "+" was used to represent the tensile strain and sign "−" signify compressive strain. So the intersection point of tube and the slip surface can be considered the demarcation point, where the strain sign would change.
The key issue for slip surface monitoring lies in identifying the demarcation point of the compressive and tensile zone, e.g., the point A (marked by black circle) in the Figure 2. The demarcation point A could be identified by the strain distribution curve of PVC tube according to strain data measured by quasi-distributed FBG sensing arrays.
The bragger wavelength shift can be converted into strain value using the expression (3), where the strain sensibility coefficient Kε = 1.2 [18].

Relationship between PVC Tube and Slip Surface Location
As shown in Figure 2, the left side of the PVC tube above the sliding surface (red line in Figure  2) was in compression state and accordingly yielded compressive strain, when an external force was applied. The thrust force listed in Figure 2 caused that the tube had a tendency of pulling out from soil mass. However, this tendency was constrained and stopped, because the tube end was fixed in the bed rock. Just because this tendency was limited, the left side of the PVC tube beneath the slip surface was in tensile state and accordingly yielded tensile strain. Apparently, slip surface could be considered the interface of compressive and tensile zones of PVC tube. Here the sign "+" was used to represent the tensile strain and sign "−" signify compressive strain. So the intersection point of tube and the slip surface can be considered the demarcation point, where the strain sign would change. The key issue for slip surface monitoring lies in identifying the demarcation point of the compressive and tensile zone, e.g., the point A (marked by black circle) in the Figure 2. The demarcation point A could be identified by the strain distribution curve of PVC tube according to strain data measured by quasi-distributed FBG sensing arrays. The end of PVC tube was fixed in the bedrock without any rotation. The effect of the boundary conditions to the strain measurement could be interpreted using the Euler-Bernoulli beam theory [32,33]. The mechanical mode of PVC tube in the sliding layer is equivalent to an elastic axisymmetric beam subject to transverse loading and/or axial loading. The thrust force transmitted from soil mass is simplified as uniform loading with intensity q. The distribution of strain ε relates to the distribution of axial force Ny and bending moment Mx, which can be expressed by while Ny and Mx could be calculated by where εy is axial strains induced by axial loading Ny; εx is strain due to transverse loading in the x direction, which is related to Mx; R is the radius of PVC tube; α is the inclination angle of slip surface, with a range of [0°,90°]; E, A, Ix is elastic modulus, the cross sectional area, moment of inertia with respect to x axis of PVC tube, respectively; l is length of PVC tube subject to thrust force. The end of PVC tube was fixed in the bedrock without any rotation. The effect of the boundary conditions to the strain measurement could be interpreted using the Euler-Bernoulli beam theory [32,33]. The mechanical mode of PVC tube in the sliding layer is equivalent to an elastic axisymmetric beam subject to transverse loading and/or axial loading. The thrust force transmitted from soil mass is simplified as uniform loading with intensity q. The distribution of strain ε relates to the distribution of axial force N y and bending moment M x , which can be expressed by while N y and M x could be calculated by where ε y is axial strains induced by axial loading N y ; ε x is strain due to transverse loading in the x direction, which is related to M x ; R is the radius of PVC tube; α is the inclination angle of slip surface, with a range of [0 • ,90 • ]; E, A, I x is elastic modulus, the cross sectional area, moment of inertia with respect to x axis of PVC tube, respectively; l is length of PVC tube subject to thrust force. Using the cross-section method in the mechanics of materials [34,35], the PVC tube is made up of infinite cross sections. Extracting a cross section of the PVC tube in the sliding layer, ∆y is the distance from the point B to the cross section( Figure 2), while ∆y = 0 at point B, and ∆y = l at point A. According to the expressions (5) and (6), with the rising of ∆y from point B to point A, the N y and M x on the cross sections will increase and the maximum N y and M x will appear at the cross sections of PVC tube near the slip surface. Substituting the expressions (5) and (6) into (4), the strain would also show a rising trend from point B to point A, and the maximum strain occurs near the slip surface.

Slope Model Test
Based on the relationship of the slip surface location and the strain distribution rule on the PVC tube, a slope model with a pre-set slip surface was designed, seven working conditions with different soil properties were constructed in laboratory. The main purpose of the model tests were to identify the location of slip surface by analyzing the variation characteristics of strain at each monitoring point on the tube, and to compare the identified results with the location of the horizontal pre-set slip surface in order to verify the reliability of the FBG-based device.

Properties of PVC Tube and FBGs
The geometric size and physical properties of PVC tube is shown in Table 1. In the condition of a same wall thickness, a larger diameter means a larger inertia moment and cross sectional area. Equation 4 indicates that the PVC tube with larger inertia moment will tend to keep an original state with a smaller deformation. So it follows that the diameter of the PVC tube can significantly influence the strain measurement result. The length of each FBG sensor is 1 cm. The interrogator has four channels with a product model ID FS2200. The four available optical channels have simultaneous acquisition meaning that the sensing network can have a large number of FBGs interrogated at the same time. Its maximum range of wavelength measurement is 100 nm (1500 to 1600 nm) with the resolution of 5 pm, and its maximum sample rate is 100 Hz.

Installation of FBGs
The single-mode bare FBG fibers were chosen as strain sensing elements. The installation processes were as follows: (1) the bare FBG fibers were fixed on the outer surface of a PVC tube using quick-dry cyanoacrylate adhesive (Figure 3), the PVC tube has a length of 200 cm(due to the space limit in the laboratory condition) and a radius of 3 cm; (2) a heat shrinkage tube with 3 mm diameter was cut open and packaged on the FBG sensors to form a protecting coating ( Figure 4); (3) glass cement was used to seal any gaps between FBG sensors and the protecting coating. The single-mode bare FBG fibers were chosen as strain sensing elements. The installation processes were as follows: (1) the bare FBG fibers were fixed on the outer surface of a PVC tube using quick-dry cyanoacrylate adhesive (Figure 3), the PVC tube has a length of 200 cm(due to the space limit in the laboratory condition) and a radius of 3 cm; (2) a heat shrinkage tube with 3 mm diameter was cut open and packaged on the FBG sensors to form a protecting coating ( Figure 4); (3) glass cement was used to seal any gaps between FBG sensors and the protecting coating.

Slope Model
The experimental model consisted of a cement tank and a sliding mass chamber ( Figure 5); the former part was totally fixed on the ground in order to simulate the bedrock and stable layer, the latter was made up of detachable steel plates and used to simulate the sliding mass. Soil used in the tests was silt clay, which was widely distributed in the Three Gorges reservoir region, China. The particle size distribution was shown in Figure 6, the fine particle content (<0.1 mm) exceeded 50%. Compaction tests in the laboratory indicated that the maximum dry density was 1.89 g/cm 3 and its optimum water content was 19%.

Slope Model
The experimental model consisted of a cement tank and a sliding mass chamber ( Figure 5); the former part was totally fixed on the ground in order to simulate the bedrock and stable layer, the latter was made up of detachable steel plates and used to simulate the sliding mass. Soil used in the tests was silt clay, which was widely distributed in the Three Gorges reservoir region, China. The particle size distribution was shown in Figure 6, the fine particle content (<0.1 mm) exceeded 50%. Compaction tests in the laboratory indicated that the maximum dry density was 1.89 g/cm 3 and its optimum water content was 19%.

Slope Model
The experimental model consisted of a cement tank and a sliding mass chamber ( Figure 5); the former part was totally fixed on the ground in order to simulate the bedrock and stable layer, the latter was made up of detachable steel plates and used to simulate the sliding mass. Soil used in the tests was silt clay, which was widely distributed in the Three Gorges reservoir region, China. The particle size distribution was shown in Figure 6, the fine particle content (<0.1 mm) exceeded 50%. Compaction tests in the laboratory indicated that the maximum dry density was 1.89 g/cm 3 and its optimum water content was 19%.   The filling processes of the slope model were as follows( Figure 7): (1) the detecting device by integration of PVC tube and FBG sensors was fixed at the bottom of the cement tank; (2) the soil sample was filled and tamped in the cement tank until the tank was full, then the sliding mass The filling processes of the slope model were as follows( Figure 7): (1) the detecting device by integration of PVC tube and FBG sensors was fixed at the bottom of the cement tank; (2) the soil sample was filled and tamped in the cement tank until the tank was full, then the sliding mass chamber was put on the cement tank and also filled and tamped using the same soil sample; (3) removed sliding mass chamber and formed a sliding mass with an angle of 25 • ( Figure 5).  Because the soil contained in the cement tank and the sliding mass chamber was tamped respectively, a horizontal "construction joint" was formed at the interface of cement tank and the sliding mass chamber, which was similar to the weak structure plane within slope mass. Slope mass tended to slide along this interface attributing to the horizontal thrust force and constrain of steel plate in Figure 8, therefore the interface was taken as the pre-set slip surface. During each test, soil mass above the slip surface would move along the horizontal pre-set slip surface. Soil mass beneath the slip surface was considered the stable layer, because the cement tank was totally fixed on the ground.

Arrangement of FBG Sensors
The preset slip surface is a key component within our testing model in order to verify the effectiveness of the proposed device. Therefore, a higher monitoring precision was necessary nearby the pre-set slip surface meaning a smaller arrangement space of FBG sensors around this pre-set surface. As shown in Figure 8, eleven FBG strain sensors were installed on the left side of the PVC tube with unequal intervals. Three sensors (numbered by 1, 2, and 3) were arranged below the slip surface in order to monitor the strain state of the PVC tube embedded in the stable layer (cement tank), while the others were above the slip surface. The sliding mass was subject to the thrust force and moved along the interface at the z direction in Figure 5, in which five FBG sensors were arranged in order to monitor the strain state of this embedded tube section. FBG strain sensors such as sensors 3-7 in Figure 8 were intensively installed nearby the pre-set slip surface for the purpose of a higher monitoring precision. The rest three sensors were installed at the free end of PVC tube for comparing to the monitoring results of other points. Among the eleven monitoring points, sensors 3 and 4 were the nearest points to the pre-set slip surface. The strain sign ("+" or "−") would be most likely to change between those two points. Because the soil contained in the cement tank and the sliding mass chamber was tamped respectively, a horizontal "construction joint" was formed at the interface of cement tank and the sliding mass chamber, which was similar to the weak structure plane within slope mass. Slope mass tended to slide along this interface attributing to the horizontal thrust force and constrain of steel plate in Figure 8, therefore the interface was taken as the pre-set slip surface. During each test, soil mass above the slip surface would move along the horizontal pre-set slip surface. Soil mass beneath the slip surface was considered the stable layer, because the cement tank was totally fixed on the ground.

Arrangement of FBG Sensors
The preset slip surface is a key component within our testing model in order to verify the effectiveness of the proposed device. Therefore, a higher monitoring precision was necessary nearby the pre-set slip surface meaning a smaller arrangement space of FBG sensors around this pre-set surface. As shown in Figure 8, eleven FBG strain sensors were installed on the left side of the PVC tube with unequal intervals. Three sensors (numbered by 1, 2, and 3) were arranged below the slip surface in order to monitor the strain state of the PVC tube embedded in the stable layer (cement tank), while the others were above the slip surface. The sliding mass was subject to the thrust force and moved along the interface at the z direction in Figure 5, in which five FBG sensors were arranged in order to monitor the strain state of this embedded tube section. FBG strain sensors such as sensors 3-7 in Figure 8 were intensively installed nearby the pre-set slip surface for the purpose of a higher monitoring precision. The rest three sensors were installed at the free end of PVC tube for comparing to the monitoring results of other points. Among the eleven monitoring points, sensors 3 and 4 were the nearest points to the pre-set slip surface. The strain sign ("+" or "−") would be most likely to change between those two points.

Experiment Scheme
A hydraulic jack and a transfer plate (Figure 7) with a thickness of 10 mm were chosen as the loading system. Because the stiffness of transfer plate is very large and the actual loading is relatively small, it is reasonable to neglect the local deformation of transfer plate during the loading process. Therefore, the transfer plate is able to uniformly transfer the load to the soil mass.
The progressive sliding force was simulated by the hydraulic jack in the form of gradual loading mode, and then an even surface force was applied at the back of slope model attributing to the transfer plate between the slope model and the hydraulic jack. The loading stopped at the moment of the sliding mass beginning to slide along the pre-set slip surface. As listed in Table 2, seven cases were designed for investigating the experimental results under different physical state of test soil. The soil sample in case 3 had the maximum compaction degree and the corresponding soil water content was 19%, in contrast, the soil in case 6 had the lowest compaction degree.

Strain Monitoring Result of FBG Sensing Array
The time history curves of all the cases (1-7) shown in Figure 9 indicated that all monitoring points in sliding mass were in compressive state and yielded the compressive strains, whereas the monitoring points beneath the pre-set slip surface yielded the tensile strains. Accordingly, the strain sign totally changed from monitoring point 3 to 4. Test results made it plausible to take the slip surface as the interface of compression and tensile zone of PVC tube.

Experiment Scheme
A hydraulic jack and a transfer plate (Figure 7) with a thickness of 10 mm were chosen as the loading system. Because the stiffness of transfer plate is very large and the actual loading is relatively small, it is reasonable to neglect the local deformation of transfer plate during the loading process. Therefore, the transfer plate is able to uniformly transfer the load to the soil mass.
The progressive sliding force was simulated by the hydraulic jack in the form of gradual loading mode, and then an even surface force was applied at the back of slope model attributing to the transfer plate between the slope model and the hydraulic jack. The loading stopped at the moment of the sliding mass beginning to slide along the pre-set slip surface. As listed in Table 2, seven cases were designed for investigating the experimental results under different physical state of test soil. The soil sample in case 3 had the maximum compaction degree and the corresponding soil water content was 19%, in contrast, the soil in case 6 had the lowest compaction degree.

Strain Monitoring Result of FBG Sensing Array
The time history curves of all the cases (1-7) shown in Figure 9 indicated that all monitoring points in sliding mass were in compressive state and yielded the compressive strains, whereas the Sensors 2017, 17, 2486 9 of 13 monitoring points beneath the pre-set slip surface yielded the tensile strains. Accordingly, the strain sign totally changed from monitoring point 3 to 4. Test results made it plausible to take the slip surface as the interface of compression and tensile zone of PVC tube. The compatible deformation of PVC tube and soil mass was the premise to ensure the reliability of monitoring results, which could be examined through the strain distribution of PVC tube near the pre-set slip surface during tests. As a gradually increasing surface force was applied to the slope model, the slope mass had a sliding tendency along the pre-set slip surface (the weak structure plane), and the strain accumulation in the slope mainly concentrated in the soil closing to the pre-set slip surface. This situation indicated that there were supposed to be maximum strain accumulations at monitoring points 3 or 4 on the tube, because they were the closest points to the pre-set slip surface.
As shown in Table 3, the maximum compressive and tensile strain were respectively at point 3 and 4, meaning that the strain accumulation on the PVC tube was basically in accordance with the soil mass. Therefore, the capacity of PVC tube to keep deformation compatible with soil mass was reliable.

Slip Surface Monitoring Result Analysis
Monitoring slip surfaces can reliably locate the potential slip surfaces before landslide occurrence and provide more detailed warning information to residents. Therefore, an effective slip surface monitoring device should be able to locate the slip surface at different loading times before slide occurrence [25]. The strain distribution curves fitted through Bezier splines using the discrete strain data are shown in Figure 10, which would be helpful to examine the effectiveness of slip surface monitoring result. As shown in Figure 10, the strain distribution rules on the monitoring device in all cases were basically consistent, which can be drawn as follows: the tube can be divided into compressive and tensile zones if taking the tube height of about 81-82 cm as the boundary point. Above this boundary point, the tube was in compressive state and the compression strain gradually increased as the tube height decreased. However, this rule of compressive strain ceased abruptly as the tube height dropped below the boundary point immediately following the maximum level of tensile strain, which indicated the tensile state dominating in this zone bellowing the boundary point. Based on the theoretical analysis in Section 3.2, the point with about 81 cm or 82 cm was identified as the sliding location and is marked by red dotted lines in Figure 10. As shown in Figure 10, the monitored slip surface position is about 1 cm higher than the pre-set slip surface. The compatible deformation of PVC tube and soil mass was the premise to ensure the reliability of monitoring results, which could be examined through the strain distribution of PVC tube near the pre-set slip surface during tests. As a gradually increasing surface force was applied to the slope model, the slope mass had a sliding tendency along the pre-set slip surface (the weak structure plane), and the strain accumulation in the slope mainly concentrated in the soil closing to the pre-set slip surface. This situation indicated that there were supposed to be maximum strain accumulations at monitoring points 3 or 4 on the tube, because they were the closest points to the pre-set slip surface.
As shown in Table 3, the maximum compressive and tensile strain were respectively at point 3 and 4, meaning that the strain accumulation on the PVC tube was basically in accordance with the soil mass. Therefore, the capacity of PVC tube to keep deformation compatible with soil mass was reliable.

Slip Surface Monitoring Result Analysis
Monitoring slip surfaces can reliably locate the potential slip surfaces before landslide occurrence and provide more detailed warning information to residents. Therefore, an effective slip surface monitoring device should be able to locate the slip surface at different loading times before slide occurrence [25]. The strain distribution curves fitted through Bezier splines using the discrete strain data are shown in Figure 10, which would be helpful to examine the effectiveness of slip surface monitoring result. As shown in Figure 10, the strain distribution rules on the monitoring device in all cases were basically consistent, which can be drawn as follows: the tube can be divided into compressive and tensile zones if taking the tube height of about 81-82 cm as the boundary point. Above this boundary point, the tube was in compressive state and the compression strain gradually increased as the tube height decreased. However, this rule of compressive strain ceased abruptly as the tube height dropped below the boundary point immediately following the maximum level of tensile strain, which indicated the tensile state dominating in this zone bellowing the boundary point. Based on the theoretical analysis in Section 3.2, the point with about 81 cm or 82 cm was identified as the sliding location and is marked by red dotted lines in Figure 10. As shown in Figure 10, the monitored slip surface position is about 1 cm higher than the pre-set slip surface.

Conclusions
Based on the FBG strain sensing technique, a new FBG-PVC tube integrated device was proposed to monitor the slip surface in a landslide. The characteristics of the new device mainly lie in the compatible deformation of the soil mass and the PVC tube and different arrangement space of FBG sensors on the PVC tube. A slope model with a pre-set slip surface was designed, and seven cases with different soil properties were investigated to verify the reliability of the new device. Some conclusions are drawn as follows: (1) The new device not only takes full advantage of the high sensitivity of FBG strain sensors, but also makes full use of the capacity of PVC tube to keep deformation compatible with soil mass. The installation mode of the proposed monitoring device in soil mass indicates that the sensor quantity is expected to be lower than the layer-embedded method. Overall, the new device is costeffective and convenient for field construction without excavating massive soil mass.
(2) The location of strain sign variation (from "−" to "+") is considered to be the slip surface. Following this rule, the testing results showed that the identified slip surface is only 1-2 cm above the pre-set slip surface (or real sliding surface), and a monitoring error of about 1.25-2.5% is acceptable. The monitoring method for locating slip surface is therefore reliable.
It should be noted that a key issue arising from the laboratory conditions is the scale factor effect. Full-scale field tests are crucial to improve the understanding of the strain behavior of PVC tube near the slip surface. Therefore, further studies will be conducted to adopt this device to monitor the slip surface within an actual landslide and verify the effectiveness of the proposed monitoring device in the field.

Conclusions
Based on the FBG strain sensing technique, a new FBG-PVC tube integrated device was proposed to monitor the slip surface in a landslide. The characteristics of the new device mainly lie in the compatible deformation of the soil mass and the PVC tube and different arrangement space of FBG sensors on the PVC tube. A slope model with a pre-set slip surface was designed, and seven cases with different soil properties were investigated to verify the reliability of the new device. Some conclusions are drawn as follows: (1) The new device not only takes full advantage of the high sensitivity of FBG strain sensors, but also makes full use of the capacity of PVC tube to keep deformation compatible with soil mass. The installation mode of the proposed monitoring device in soil mass indicates that the sensor quantity is expected to be lower than the layer-embedded method. Overall, the new device is cost-effective and convenient for field construction without excavating massive soil mass.
(2) The location of strain sign variation (from "−" to "+") is considered to be the slip surface. Following this rule, the testing results showed that the identified slip surface is only 1-2 cm above the pre-set slip surface (or real sliding surface), and a monitoring error of about 1.25-2.5% is acceptable. The monitoring method for locating slip surface is therefore reliable.
It should be noted that a key issue arising from the laboratory conditions is the scale factor effect. Full-scale field tests are crucial to improve the understanding of the strain behavior of PVC tube near the slip surface. Therefore, further studies will be conducted to adopt this device to monitor the slip surface within an actual landslide and verify the effectiveness of the proposed monitoring device in the field.