# Development and Application of Smart Geogrid Embedded with Fiber Bragg Grating Sensors

Authors: Zheng-fang Wang; Jing Wang; Qing-mei Sui; Xun-mei Liang; Lei Jia; Shu-cai Li; Shi-de Lu
Journal: Journal of Sensors
 (2015)

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## Abstract

Smart geogrids embedded with fiber Bragg grating (FBG) for reinforcement as well as measurement of geotechnical structures have been developed. After the fabricating process of the geogrids is detailed, finite element (FE) simulations are conducted to analyze the strain distribution of geogrids and the strain transfer characteristics from geogrids to fiber optic. Results indicate that FBG should be deployed in the middle of the geogrids rib to make sure that uniform strain distribution along the FBG. Also, PVC protective sleeves, which are used to protect fiber optic when integrated with geogrids, have smaller strain transfer loss than nylon sleeves. Tensile experiments are conducted to test strain measurement performance of proposed geogrids, and the results demonstrate that proposed smart geogrids have good linearity and consistency. Temperature experiments show that FBG embedded in geogrids has higher temperature sensitivity, and the temperature induced error can be compensated by an extra FBG strain-independent sensor. Furthermore, designed smart geogrids are used in a geotechnical model test to monitor strain during tunnel excavation. The strain tendency measured by smart geogrids and traditional strain sensor agree very well. The results indicate that smart geogrids embedded with FBGs can be an effective method to measure strains for geological engineering related applications.


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## Body

## 1. Introduction

Geosynthetics in form of geogrids have been extensively utilized to fulfill reinforcement of geotechnical structures such as dikes, dams, railways, embankments, landfills, and slopes [1–4]. By integrating with a series of sensors, the geosynthetics are capable of sensing strains, temperature or other parameters when used for reinforcement [5]. These multifunctional or even “smart” geosynthetics can sense and react to critical mechanical deformation/load or other external stimuli in geotechnical structure, which make them promising materials in geological engineering to prevent potential disasters and ensure safe construction and operation of civil engineering.Over the past two decades, adhered electrical resistance strain gauges had been widely used as sensing components when integrated with geogrids, and diverse methods for installing strain gauges on geogrids were investigated [6–9]. However, the strain gauges adhered on geogrids were susceptible to fall off, and the gauges might be affected by moisture or electromagnetic interference (EMI) when being used in harsh environments, which provided unreliable strain measurement results.Fiber optic sensors, both distributed fiber optic sensor and quasidistributed optic fiber Bragg grating (FBG) sensor, have a series of advantages over traditional electrical sensors when integrated with Geogrids, soil nails and other geotechnical reinforcements [10–16]. Due to their fibrous nature, fiber optic sensors can be ideally processed like standard warps threads to embed within geogrids. Moreover, fiber optic sensors exhibit better long-term reliability, since they are noncorrosive, immune to EMI, waterproof, and intrinsically safe. Additionally, fiber optic sensors based sensing system can be used for distributed/quasidistributed real-time monitoring and then delivering all sensing information through one single fiber optic cable [17–21]. Therefore, the smart geogrids integrated with fiber optic sensor have attracted considerable attention. Krebber et al. developed smart geotextiles integrated with distributed silica optic fiber (for strain of less than 1%) and polymer optic fiber (POF) (for strain of more than 40%), respectively, and applied them for dike and slope monitoring [22–24]. These smart geotextiles which are on the basis of distributed fiber optic sensor are ideal for geotechnical structures with large dimensions. Nevertheless, due to the limitation of its strain measurement accuracy and spatial resolution, the distributed fiber optic sensor is not applicable for some applications where accurate measurement of local strain is required (such as geotechnical model test). As a widely used fiber optic component, FBG is able to measure local strain with better accuracy and reliability compared to the distributed fiber optic sensor, it is thus necessary to investigate smart geogrids embedded with FBG for the demands of more extensive applications.In this research, an in-depth study regarding development and application of smart geogrids embedded with fiber Bragg grating sensors is conducted. Two finite element models are built to analyze the strain distribution of FBG embedded in the geogrids and the strain transfer behavior from geogrids to FBG. Then, details of the calibration experiments, including tensile experiments and temperature experiments are reported, and the experimental results are analyzed. Finally, the designed smart geogrids are utilized in a geotechnical model test to monitor strain variation during the excavation of tunnel. The results demonstrate that proposed smart geogrids are a promising solution for reinforcement and measurement of geotechnical structure with small dimension and could be utilized in civil engineering related applications.


## 2. Development of Smart Geogrids Embedded with FBG

### 2.1. FBG Sensing Principle

The principle of FBG technology is shown in Figure1. It is formed by inscribing permanent and periodic modulation of the refractive index along a short section (<10 mm) inside the fiber optic core [25]. This periodic refractive index demodulation, called as grating, enables FBG to reflect light with special wavelength on the basis of the Bragg law:(1)λB=2·neff·Λ,where λB is the Bragg wavelength representing the wavelength at which reflection occurs, Λ is the grating period, and neff is the effective refractive index of fiber core.Figure 1
Schematic principle of fiber Bragg grating.The reflected Bragg wavelengthλB will shift as a function of ambient temperature T and/or axial strain of fiber optic ε, as expressed in (2)ΔλB=λB·α+ξ·ΔT+1-PeΔε,where ΔλB is the wavelength shift, α and ξ are coefficient of thermal expansion and thermal-optic coefficient, respectively, and Pe, whose value is 0.22, is valid photoelastic coefficient. Thus, ΔλB is proportional to axial strain ε and/or temperature T.


### 2.2. Fabrication of Smart Geogrids

It is a pivotal and challenging task to integrate fiber optic into geogrids during the weaving process. The warps knitted PET geogrids are selected as the carrier of fiber optic cable due to their yarns are not easy to bend in the entire weaving process. A bunch of PET warps thread is replaced by the fiber optic cable which consist of protective sleeves and fiber optic with FBG arrays (10 mm gauge length). The cable is then guided to machine with other warps thread and wove with weft threads. Double-axis warps-knitting machine utilized for fabrication of smart geogrids, needs to be operated very carefully so as to precisely control the movement of the warps threads, weft threads, and binder yarns. The junctions of warps (both with and without fiber optic cable) and weft threads are bound automatically by binder yarns with high strength.Geogrids being knitted only are unavailable for application since their low stiffness. Also, their junctions are susceptible to slip, which may cause the embedded fiber optic to be stripped from geogrids. Thus it is essential to coat the geogrids by special polymer. Geogrids being coated have high stiffness, resistance to corrosion, and better integration with embedded fiber optic. It is thereby applicable to geotechnical engineering for reinforcement and measurement. Figure2 shows the fabricating steps of warps-knitted geogrids embedded with FBG.Figure 2
Fabrication of smart geogrids.
(a)
Warps with fiber optic cable
(b)
Knitting
(c)
Geogrid being knitted only
(d)
Coating
(e)
Smart geogrid with FBG
(f)
TestingThree important issues need to be highlighted during the fabrication:(1) To minimize the influence of bending which is inevitable in geotechnical engineering related application, each bunch of warps threads is marked and the threads-guiding equipment is refitted to adjust the fiber optic into the centerline of geogrids’ thickness direction. (2) Since the fiber optic with FBG is more fragile compared with POF and normal silica fiber optic without FBG, the tightly bonded polymer protective sleeves are designed to protect fiber optic with FBG and ensure strain transfer from geogrids to FBG. The protective sleeves can also work as a buffer to protect fiber optic when strain on the geogrids exceeds the maximum strain of the fiber optic. (3) When suffering from nonuniform strain, the spectrums of FBG will distort and cause unreliable measurement results. To solve this issue, finite element simulation is used to analyze strain distribution profile of geogrids and determine optimal location for FBG where strain profile is uniform.


## 2.1. FBG Sensing Principle

The principle of FBG technology is shown in Figure1. It is formed by inscribing permanent and periodic modulation of the refractive index along a short section (<10 mm) inside the fiber optic core [25]. This periodic refractive index demodulation, called as grating, enables FBG to reflect light with special wavelength on the basis of the Bragg law:(1)λB=2·neff·Λ,where λB is the Bragg wavelength representing the wavelength at which reflection occurs, Λ is the grating period, and neff is the effective refractive index of fiber core.Figure 1
Schematic principle of fiber Bragg grating.The reflected Bragg wavelengthλB will shift as a function of ambient temperature T and/or axial strain of fiber optic ε, as expressed in (2)ΔλB=λB·α+ξ·ΔT+1-PeΔε,where ΔλB is the wavelength shift, α and ξ are coefficient of thermal expansion and thermal-optic coefficient, respectively, and Pe, whose value is 0.22, is valid photoelastic coefficient. Thus, ΔλB is proportional to axial strain ε and/or temperature T.


## 2.2. Fabrication of Smart Geogrids

It is a pivotal and challenging task to integrate fiber optic into geogrids during the weaving process. The warps knitted PET geogrids are selected as the carrier of fiber optic cable due to their yarns are not easy to bend in the entire weaving process. A bunch of PET warps thread is replaced by the fiber optic cable which consist of protective sleeves and fiber optic with FBG arrays (10 mm gauge length). The cable is then guided to machine with other warps thread and wove with weft threads. Double-axis warps-knitting machine utilized for fabrication of smart geogrids, needs to be operated very carefully so as to precisely control the movement of the warps threads, weft threads, and binder yarns. The junctions of warps (both with and without fiber optic cable) and weft threads are bound automatically by binder yarns with high strength.Geogrids being knitted only are unavailable for application since their low stiffness. Also, their junctions are susceptible to slip, which may cause the embedded fiber optic to be stripped from geogrids. Thus it is essential to coat the geogrids by special polymer. Geogrids being coated have high stiffness, resistance to corrosion, and better integration with embedded fiber optic. It is thereby applicable to geotechnical engineering for reinforcement and measurement. Figure2 shows the fabricating steps of warps-knitted geogrids embedded with FBG.Figure 2
Fabrication of smart geogrids.
(a)
Warps with fiber optic cable
(b)
Knitting
(c)
Geogrid being knitted only
(d)
Coating
(e)
Smart geogrid with FBG
(f)
TestingThree important issues need to be highlighted during the fabrication:(1) To minimize the influence of bending which is inevitable in geotechnical engineering related application, each bunch of warps threads is marked and the threads-guiding equipment is refitted to adjust the fiber optic into the centerline of geogrids’ thickness direction. (2) Since the fiber optic with FBG is more fragile compared with POF and normal silica fiber optic without FBG, the tightly bonded polymer protective sleeves are designed to protect fiber optic with FBG and ensure strain transfer from geogrids to FBG. The protective sleeves can also work as a buffer to protect fiber optic when strain on the geogrids exceeds the maximum strain of the fiber optic. (3) When suffering from nonuniform strain, the spectrums of FBG will distort and cause unreliable measurement results. To solve this issue, finite element simulation is used to analyze strain distribution profile of geogrids and determine optimal location for FBG where strain profile is uniform.


## 3. Simulations and Analysis

To get reliable strain results, one important task when considering integration of fiber optics into geogrids is to ensure accurate strain transfer from ribs of geogrids to FBG. Another factor need to be noted is strain distribution profile along embedded FBG should be uniform to prevent spectrum being distorted. In this section, finite element simulations are utilized to simulate the strain distribution of geogrids with different specifications and to analyze the strain transfer characteristics from geogrids to fiber optic cable with FBG.


### 3.1. Strain Distribution of Geogrids under Tensile Displacement

Two finite element models of warps knitted PET geogrids with different specifications were established, as shown in Table1. Six 3D cylinders with a diameter of 3 mm were set up and bonded together to simulate the six bunches of warps threads. For the weft threads, 3D cuboid models were built, and the junctions of warps and wefts threads were bonded. One end of the geogrids was fixed, and uniform tensile displacement of 3.6 mm, which is 1% elongation (10000 με), was applied on the other end of the geogrids model. The visco-elastic model was selected for calculation.Table 1
Specifications of the two geogrids models.
G1
G2
Mesh Size (mm * mm)
40* 40
25.4* 25.4
Number of Warps
6
3
Number of Wefts
6
2
Length (mm)
360
360
Width (mm)
116
64
Thickness (mm)
3
2Figure3 shows the simulated results of two geogrids (mesh size 40 * 40 mm and 25.4 * 25.4 mm) when elongation is 1%. The strain along the axis where fiber optic cable is embedded is shown in Figure 4. The strain distribution profiles of both geogrids are not uniform under tensile stress. As can be seen in Figure 4(a), strains along the two geogrids’ ribs are approximately equal whereas the strain at the junction area shows a significantly decreases due to the stress concentration. The strain profiles within one rib are shown in Figure 4(b) which depicts approximate 32 mm in the middle section of the rib distributed evenly for geogrids (40 * 40 mm), while for geogrids (25.4 * 25.4 mm) the length is about 18 mm. Due to the difficulty for precisely controlling the position of FBGs, geogrids (40 * 40 mm) are better for the integration of FBG (10 mm grating gauge) in contrast to geogrids (25.4 * 25.4 mm).Figure 3
Simulation model and displacement display.
(a)
Geogrids with mesh size of 40* 40 mm
(b)
Geogrids with mesh size of 25.4* 25.4 mmFigure 4
Strain distribution of two geogrids.
(a)
Strain distribution of geogrids
(b)
Strain distribution of one rib


### 3.2. Analysis of Strain Transfer

To understand strain transfer behavior of smart Geogrids embedded within FBG and determine appropriate polymer materials to protect fiber optic, finite element model of geogrids (40* 40 mm) was built to analyze strain transfer from geogrids’ ribs to fiber optic. Since the protective sleeves are tightly adhered with fiber optic to minimize strain transfer loss, and the fiber optic cable is knitted and coated with PET warps threads together, it is assumed in the simulation that interface between geogrids and protective sleeve is no-slipping and so is the interface between protective sleeve and fiber optic.Both PVC and nylon were selected as protective sleeve in the simulation. Parameters of the two materials are shown in Table2, the other parameters used in the simulation are provided by industrial collaborator (TAIAN Road Engineering Materials co. Ltd). Six parallel 3D cylinders each with a diameter of 3 mm were built as the model of six bunches of warps threads, and fiber optic was modeled by one 3D cylinder with a diameter of 0.25 mm. Between the fiber optic and warps threads, one 3D annular model with a thickness of 0.375 mm was built as the protective sleeve. All the interfaces were bonded together. The fiber optic cable was placed in the middle of the six warps threads as can be shown in Figure 5.Table 2
Parameters used in the FE simulation.
PVC
Nylon
Fiber optic
Elastic modulus (GPa)
3.92
8.3
73.1
Poisson’s ratio
0.38
0.28
0.17
Diameter (mm)
1
1
0.25Figure 5
Schematic of strain transfer model.The visco-elastic material model was applied on warps threads and its coating, while the elastic material model was selected for fiber optic and protective sleeve. The fiber optic, protective sleeve and coating were defined as free constraint, and 0.4 mm displacement (1% elongation) was prescribed on the warps threads only. Simulation results are shown in Figure6. The displacement results of fiber optic and one warp thread next to the fiber optic were displayed while other warp threads and the coating were hidden.Figure 6
Displacement display of warps thread and fiber optic.Comparison of the axial elongation of the two FBGs protected by PVC sleeve and nylon sleeve, respectively is shown in Figure7. It is evident that with a tensile strain of 10000 με in the warps thread of geogrids, the fiber optic inside the PVC sleeve gets a strain of 9859 με, which is about 98% of the actual strain, while fiber optic inside the nylon sleeve gets a strain of 9572 με, which is about 95% of the applied strain. In contrast to nylon sleeve, the fiber optic with PVC sleeve is more suitable for smart geogrids as its higher strain transfer rate.Figure 7
Simulation results of strain transfer.The strain transfer rates from geogrids to fiber optic with PVC sleeves in different elongations (i.e., 0.05%, 0.1%, 0.3%, 0.5%, 1%, 1.5%, 2%, and 3%) are calculated, respectively (Figure8). It indicates that the strain transfer rate will change with the applied elongation. Moreover, the minimum strain transfer rate (maximum strain loss) is approximately 0.983 when elongation is equal to 0.5%. Although there is a slightly strain transfer loss in the smart geogrids, it is still acceptable for the strain measurement of geotechnical engineering application.Figure 8
Variation of strain transfer rate with elongation.


## 3.1. Strain Distribution of Geogrids under Tensile Displacement

Two finite element models of warps knitted PET geogrids with different specifications were established, as shown in Table1. Six 3D cylinders with a diameter of 3 mm were set up and bonded together to simulate the six bunches of warps threads. For the weft threads, 3D cuboid models were built, and the junctions of warps and wefts threads were bonded. One end of the geogrids was fixed, and uniform tensile displacement of 3.6 mm, which is 1% elongation (10000 με), was applied on the other end of the geogrids model. The visco-elastic model was selected for calculation.Table 1
Specifications of the two geogrids models.
G1
G2
Mesh Size (mm * mm)
40* 40
25.4* 25.4
Number of Warps
6
3
Number of Wefts
6
2
Length (mm)
360
360
Width (mm)
116
64
Thickness (mm)
3
2Figure3 shows the simulated results of two geogrids (mesh size 40 * 40 mm and 25.4 * 25.4 mm) when elongation is 1%. The strain along the axis where fiber optic cable is embedded is shown in Figure 4. The strain distribution profiles of both geogrids are not uniform under tensile stress. As can be seen in Figure 4(a), strains along the two geogrids’ ribs are approximately equal whereas the strain at the junction area shows a significantly decreases due to the stress concentration. The strain profiles within one rib are shown in Figure 4(b) which depicts approximate 32 mm in the middle section of the rib distributed evenly for geogrids (40 * 40 mm), while for geogrids (25.4 * 25.4 mm) the length is about 18 mm. Due to the difficulty for precisely controlling the position of FBGs, geogrids (40 * 40 mm) are better for the integration of FBG (10 mm grating gauge) in contrast to geogrids (25.4 * 25.4 mm).Figure 3
Simulation model and displacement display.
(a)
Geogrids with mesh size of 40* 40 mm
(b)
Geogrids with mesh size of 25.4* 25.4 mmFigure 4
Strain distribution of two geogrids.
(a)
Strain distribution of geogrids
(b)
Strain distribution of one rib


## 3.2. Analysis of Strain Transfer

To understand strain transfer behavior of smart Geogrids embedded within FBG and determine appropriate polymer materials to protect fiber optic, finite element model of geogrids (40* 40 mm) was built to analyze strain transfer from geogrids’ ribs to fiber optic. Since the protective sleeves are tightly adhered with fiber optic to minimize strain transfer loss, and the fiber optic cable is knitted and coated with PET warps threads together, it is assumed in the simulation that interface between geogrids and protective sleeve is no-slipping and so is the interface between protective sleeve and fiber optic.Both PVC and nylon were selected as protective sleeve in the simulation. Parameters of the two materials are shown in Table2, the other parameters used in the simulation are provided by industrial collaborator (TAIAN Road Engineering Materials co. Ltd). Six parallel 3D cylinders each with a diameter of 3 mm were built as the model of six bunches of warps threads, and fiber optic was modeled by one 3D cylinder with a diameter of 0.25 mm. Between the fiber optic and warps threads, one 3D annular model with a thickness of 0.375 mm was built as the protective sleeve. All the interfaces were bonded together. The fiber optic cable was placed in the middle of the six warps threads as can be shown in Figure 5.Table 2
Parameters used in the FE simulation.
PVC
Nylon
Fiber optic
Elastic modulus (GPa)
3.92
8.3
73.1
Poisson’s ratio
0.38
0.28
0.17
Diameter (mm)
1
1
0.25Figure 5
Schematic of strain transfer model.The visco-elastic material model was applied on warps threads and its coating, while the elastic material model was selected for fiber optic and protective sleeve. The fiber optic, protective sleeve and coating were defined as free constraint, and 0.4 mm displacement (1% elongation) was prescribed on the warps threads only. Simulation results are shown in Figure6. The displacement results of fiber optic and one warp thread next to the fiber optic were displayed while other warp threads and the coating were hidden.Figure 6
Displacement display of warps thread and fiber optic.Comparison of the axial elongation of the two FBGs protected by PVC sleeve and nylon sleeve, respectively is shown in Figure7. It is evident that with a tensile strain of 10000 με in the warps thread of geogrids, the fiber optic inside the PVC sleeve gets a strain of 9859 με, which is about 98% of the actual strain, while fiber optic inside the nylon sleeve gets a strain of 9572 με, which is about 95% of the applied strain. In contrast to nylon sleeve, the fiber optic with PVC sleeve is more suitable for smart geogrids as its higher strain transfer rate.Figure 7
Simulation results of strain transfer.The strain transfer rates from geogrids to fiber optic with PVC sleeves in different elongations (i.e., 0.05%, 0.1%, 0.3%, 0.5%, 1%, 1.5%, 2%, and 3%) are calculated, respectively (Figure8). It indicates that the strain transfer rate will change with the applied elongation. Moreover, the minimum strain transfer rate (maximum strain loss) is approximately 0.983 when elongation is equal to 0.5%. Although there is a slightly strain transfer loss in the smart geogrids, it is still acceptable for the strain measurement of geotechnical engineering application.Figure 8
Variation of strain transfer rate with elongation.


## 4. Experiments and Discussions

The sensing performance of proposed smart geogrids embedded with FBG is crucial to the application of smart geogrids for reinforcement as well as measurement. Thus, tensile experiments as well as temperature experiments were conducted to test the sensing characteristics. Warps knitted geogrids with mesh size of 40* 40 mm were utilized as testing geogrids and FBGs with PVC sleeves were embedded in the warp threads.


### 4.1. Tensile Experiments

Two series of tensile experiments were carried out. The tensile displacement was applied by displacement calibrating bench, and the applied displacements were recorded by a digital displacement sensor with an accuracy of 0.01 mm. The wavelengths of FBGs inside the geogrids were monitored by interrogator SM125, which has wavelength measurement accuracy of 1 pm from 1510 nm to 1590 nm. The experimental setup is shown in Figure9.Figure 9
Tensile experiments setup.In the first stage, two ends of the testing geogrids embedded with one FBG with wavelength of 1540 nm were clamped on the calibrating bench. The length of testing geogrids was 400 mm, and FBG was deployed in the middle of the testing geogrids. The geogrids were prestretched at the beginning of the each loading cycle to make sure the FBG inside geogrids was strained. The displacement was applied from 0 mm to 1 mm, corresponding to 0~2500με, in an increment of approximately 0.1 mm (250 με) per step. After the loading cycle finished, the calibration bench was reset manually and the prestress was applied on the geogrids again. The same process was conducted three times, and the wavelength variation of embedded FBG with strain was obtained, as shown in Figure 10.Figure 10
Results of tensile experiment.It can be seen in Figure10 that the wavelength of FBG increases linearly with the elongation at the range of 0~2500 με. The relationship between Bragg wavelength and strain ε of each time was fitted by Least-square algorithm, and the functions, respectively, are(3)λB1st=9.10×10-4·ε+1540.610;R2=0.9906;λB2nd=8.93×10-4·ε+1540.722;R²=0.9994;λB3rd⁡=8.84×10-4·ε+1540.822;R²=0.9986.The strain sensitivity each time is 0.910 pm/με, 0.893 pm/με, and 0.884 pm/με, respectively, and R2 of each loading cycle is 0.9906, 0.0094, and 0.9986, respectively, which indicate FBG inside the geogrids has good linearity. As expected, strain transfer losses exist although the value slightly larger than the simulated result. The strain sensitivity gradually decreases with testing time, which is partly due to the creep characteristics of PVC sleeve and geogrids which are fabricated by PET threads and polymer coating. In the first loading cycle, when Geogrids was stretched, the stress was transferred to the FBG and then led to wavelength shift. In the second loading cycle, due to the creep characteristics, the geogrids could not be recovered to its original length, and FBG was still stretched. If now same displacement was applied on the geogrids, FBG might suffer from less displacement which led to a smaller wavelength shift. As a result, the sensitivity decreased compared with that at the first time. The same situation might happen in the third loading cycle. Another reason for this phenomenon is that due to the precision limitation of the experiment setup, the calibrating bench need to be manually adjusted every time in order to prestretch the geogrids, which might induce errors. By averaging the sensitivity obtained by multiple tests, the deviation of can be minished. It should be noted that the deviation of original wavelength was attributed to the prestretching of the testing geogrids as the applied prestress was uneasy to be precisely controlled.In the second series of experiments, geogrids embedded with four FBGs were tested to validate the response of FBGs in the same geogrids. The fiber optic cable was embedded in the centerline of warps threads and the positions of the four FBGs are as Figure11.Figure 11
Position of four FBGs in the geogrids.The wavelengths of the four FBGs were 1536.187 nm, 1542.732 nm, 1548.475 nm, and 1552.721 nm, respectively. The length of testing geogrids was 800 mm, and displacement was applied from 0 mm to 1.6 mm, corresponding to 0~2000με, in an increment of approximately 0.2 mm (250 με) per step. Experimental procedure was same as the first stage.To compare consistency of the four FBGs, the Bragg wavelength shiftsΔλ for each FBG are calculated by subtracting the original wavelength. Variation of Δλ with strain ε is shown in Figure 12. It can be seen that despite the slight fluctuations, the wavelengths of all FBGs shift linearly with the applied strain. The relationship between Bragg wavelengths λ and strain ε of each FBG are(4)λ1=8.42×10-4·ε+1536.257;R2=0.994;λ2=8.84×10-4·ε+1542.761;R2=0.996;λ3=8.83×10-4·ε+1548.518;R2=0.998;λ4=9.29×10-4·ε+1552.838;R2=0.993.Figure 12
Results of tensile experiment.The results demonstrate that four FBGs inside the geogrids exhibit good linearity and consistency in the tensile test, and mean strain sensitivity of each FBG is 0.842 pm/με, 0.884 pm/με, 0.883 pm/με, and 0.929 pm/με, respectively.


### 4.2. Temperature Experiments

As FBG is not only sensitive to axial strain but also to ambient temperature, it is necessary to perform experiments to evaluate the temperature performance of embedded FBG. A bared FBG and smart geogrids embedded with FBG were put into the temperature calibrating oven which provided constant temperature. The wavelength of FBG inside Geogrids was 1540 nm, and so was the bared FBG. Temperature was varied from 25°C to 65°C with an increment of 10°C per step. Each step last for 1 hour for stabilization before recording the wavelength of the two FBGs.Figure13 shows the wavelength variation of the two FBGs with temperature. Within a temperature range 25°C–65°C, the wavelength of the FBG inside the geogrids increase with temperature, and its sensitivity is approximately 0.014 nm/°C. Compared with the bared FBG, whose sensitivity is 0.011 nm/°C, the embedded FBG exhibit larger sensitivity due to the influence of geogrids. Even though the result of embedded FBG did not exactly match with linear profile, the measurements were evenly distributed around it. Thus the temperature induced wavelength shifts of FBGs inside the geogrids could be compensated by extra FBG temperature sensors when using in practical application.Figure 13
Results of temperature experiment.


## 4.1. Tensile Experiments

Two series of tensile experiments were carried out. The tensile displacement was applied by displacement calibrating bench, and the applied displacements were recorded by a digital displacement sensor with an accuracy of 0.01 mm. The wavelengths of FBGs inside the geogrids were monitored by interrogator SM125, which has wavelength measurement accuracy of 1 pm from 1510 nm to 1590 nm. The experimental setup is shown in Figure9.Figure 9
Tensile experiments setup.In the first stage, two ends of the testing geogrids embedded with one FBG with wavelength of 1540 nm were clamped on the calibrating bench. The length of testing geogrids was 400 mm, and FBG was deployed in the middle of the testing geogrids. The geogrids were prestretched at the beginning of the each loading cycle to make sure the FBG inside geogrids was strained. The displacement was applied from 0 mm to 1 mm, corresponding to 0~2500με, in an increment of approximately 0.1 mm (250 με) per step. After the loading cycle finished, the calibration bench was reset manually and the prestress was applied on the geogrids again. The same process was conducted three times, and the wavelength variation of embedded FBG with strain was obtained, as shown in Figure 10.Figure 10
Results of tensile experiment.It can be seen in Figure10 that the wavelength of FBG increases linearly with the elongation at the range of 0~2500 με. The relationship between Bragg wavelength and strain ε of each time was fitted by Least-square algorithm, and the functions, respectively, are(3)λB1st=9.10×10-4·ε+1540.610;R2=0.9906;λB2nd=8.93×10-4·ε+1540.722;R²=0.9994;λB3rd⁡=8.84×10-4·ε+1540.822;R²=0.9986.The strain sensitivity each time is 0.910 pm/με, 0.893 pm/με, and 0.884 pm/με, respectively, and R2 of each loading cycle is 0.9906, 0.0094, and 0.9986, respectively, which indicate FBG inside the geogrids has good linearity. As expected, strain transfer losses exist although the value slightly larger than the simulated result. The strain sensitivity gradually decreases with testing time, which is partly due to the creep characteristics of PVC sleeve and geogrids which are fabricated by PET threads and polymer coating. In the first loading cycle, when Geogrids was stretched, the stress was transferred to the FBG and then led to wavelength shift. In the second loading cycle, due to the creep characteristics, the geogrids could not be recovered to its original length, and FBG was still stretched. If now same displacement was applied on the geogrids, FBG might suffer from less displacement which led to a smaller wavelength shift. As a result, the sensitivity decreased compared with that at the first time. The same situation might happen in the third loading cycle. Another reason for this phenomenon is that due to the precision limitation of the experiment setup, the calibrating bench need to be manually adjusted every time in order to prestretch the geogrids, which might induce errors. By averaging the sensitivity obtained by multiple tests, the deviation of can be minished. It should be noted that the deviation of original wavelength was attributed to the prestretching of the testing geogrids as the applied prestress was uneasy to be precisely controlled.In the second series of experiments, geogrids embedded with four FBGs were tested to validate the response of FBGs in the same geogrids. The fiber optic cable was embedded in the centerline of warps threads and the positions of the four FBGs are as Figure11.Figure 11
Position of four FBGs in the geogrids.The wavelengths of the four FBGs were 1536.187 nm, 1542.732 nm, 1548.475 nm, and 1552.721 nm, respectively. The length of testing geogrids was 800 mm, and displacement was applied from 0 mm to 1.6 mm, corresponding to 0~2000με, in an increment of approximately 0.2 mm (250 με) per step. Experimental procedure was same as the first stage.To compare consistency of the four FBGs, the Bragg wavelength shiftsΔλ for each FBG are calculated by subtracting the original wavelength. Variation of Δλ with strain ε is shown in Figure 12. It can be seen that despite the slight fluctuations, the wavelengths of all FBGs shift linearly with the applied strain. The relationship between Bragg wavelengths λ and strain ε of each FBG are(4)λ1=8.42×10-4·ε+1536.257;R2=0.994;λ2=8.84×10-4·ε+1542.761;R2=0.996;λ3=8.83×10-4·ε+1548.518;R2=0.998;λ4=9.29×10-4·ε+1552.838;R2=0.993.Figure 12
Results of tensile experiment.The results demonstrate that four FBGs inside the geogrids exhibit good linearity and consistency in the tensile test, and mean strain sensitivity of each FBG is 0.842 pm/με, 0.884 pm/με, 0.883 pm/με, and 0.929 pm/με, respectively.


## 4.2. Temperature Experiments

As FBG is not only sensitive to axial strain but also to ambient temperature, it is necessary to perform experiments to evaluate the temperature performance of embedded FBG. A bared FBG and smart geogrids embedded with FBG were put into the temperature calibrating oven which provided constant temperature. The wavelength of FBG inside Geogrids was 1540 nm, and so was the bared FBG. Temperature was varied from 25°C to 65°C with an increment of 10°C per step. Each step last for 1 hour for stabilization before recording the wavelength of the two FBGs.Figure13 shows the wavelength variation of the two FBGs with temperature. Within a temperature range 25°C–65°C, the wavelength of the FBG inside the geogrids increase with temperature, and its sensitivity is approximately 0.014 nm/°C. Compared with the bared FBG, whose sensitivity is 0.011 nm/°C, the embedded FBG exhibit larger sensitivity due to the influence of geogrids. Even though the result of embedded FBG did not exactly match with linear profile, the measurements were evenly distributed around it. Thus the temperature induced wavelength shifts of FBGs inside the geogrids could be compensated by extra FBG temperature sensors when using in practical application.Figure 13
Results of temperature experiment.


## 5. Model Test

During the construction of tunnel and other underground engineering, water inrushes occur frequently with disastrous consequences. For most of tunnels, the filling-type fissure widely exists in the rock as one kind of typical geological structure. To investigate the failure mechanism when water inrush happens in tunnel with the filling-type fissure, a geological model test was carried out to investigate water inrush process caused by filling body seepage failure in the practical engineering.


### 5.1. Model Test and Testing Procedure

A 3D visual water inrush model test system at a size of3.0×1.2×2.7 m (L×W×H) was set up to investigate tunnel’s instability process during excavation (Figure 14). The model test system consisted of frame system, pressure loading system, and real-time data acquisition system. The frame system was made of steel combining with tempered glasses which were glued and sealed to realize 3D visualization. Excavation section was left in the front of tempered glasses, and one hole on each side of the frame system was left for sensor’s wires. Similar materials for both surrounding rock as well as the filling body were developed and filled inside the frame system to simulate the properties of geological structure. The under width of fissure was 5 cm while the upper width was 10 cm, and the length of fissure was 17 cm. Angle of fissure with tunnel axis is 30°, and so the vertical direction, as shown in Figure 15. On the top of the similar materials a water storage section consisted of a permeable plate and pipes with holes was designed to provide water pressure for the system. Water was pumped from water tank to the water storage section. A water-resisting plate was covered and sealed to make the whole system water-tight. Jacks controlled by hydraulic pressure system were used for controllable load.Figure 14
Photograph of the model test system.Figure 15
The model test system and arrangement of Smart geogrids.The real-time monitoring system was utilized to acquire information of key parameters such as: displacement, seepage, pressure, and strain. The sensors and geogrids were imbedded to the designed position when filling the similar materials. Three FBGs with the wavelength of 1536.187 nm, 1542.732 nm, and 1548.475 nm respectively were embedded in the geogrids, while a piece of FBG (1552.721 nm wavelength) embedded smart geogrids, which was protected to be strain-independent, was used for temperature compensation. Smart geogrids were placed at a groove behind the fissure to evaluate strain variation during tunnel excavation. Each end of the geogrids was bound with a section of a PVC pipe which was inserted into the similar materials. Tense steel wires were bound and glued with PVC pipes at one end, and fixed on the steel frame at the other end. During the whole imbedding process, we kept tensing the geogrids to avoid bending. Similar materials were covered on tense geogrids and steel wires and then compacted to make sure no displacement on the boundary of the geogrids. Due to the water issue, the traditional strain gauges without waterproof were not suitable to be used in the model as the moisture might impact the strain reading. So FBG based strain sensor, which was developed by adhering 3 FBGs (vertical, horizontal, and slant 45°) on one surface of similar material block at a size of 3 cm × 3 cm × 3 cm, was utilized as the traditional strain monitoring approach. The strain sensor, which was placed at one side of the fissure, was closed to the position of FBG2. The horizontal strain collected by this sensor was used to compare with strain collected by Geogrids. FBG interrogator was used to acquire wavelength signal and the data were saved in the computer. The model test system and arrangement of Smart geogrids are shown in Figure15.The constant water pressure was loaded in the water storage section before excavation. The benching tunneling method was adopted for the excavation at a footage of 3 cm per step, while lower bench was 12 cm behind the upper bench during the excavation. The tunnel had a total length of 60 cm, and the process consisted of 24 steps. Supporting was one step behind the excavation. The next step would begin after the tunnel was stable.


### 5.2. Results and Discussions

Figure16 shows the strains measured by the smart geogrids and strain sensor during tunnel excavation. At the beginning of excavation (Step 1–Step 8), the variation of measured strains increased gradually as surrounding rock and filling body in the fissure were relatively steady. Due to the water pressure, filling body which consisted of similar materials with large particles and low strength was compressed. As a result, the measured strains showed a slightly increase from Step 2 to Step 4. At Step 5 and Step 6, the strains decreased probably because water which was originally reserved in the filling body was permeated into tunnel through some cracks. This phenomenon was also captured by the strain sensor. From Step 9 to Step 13, as tunnel face went through the fissure, the stress of surrounding rock and filling body was released, which led to a rapid increase of the strains. At this stage, the strain variation measured by the strain sensor was larger than the one measured by FBG2 of Geogrids, which is possibly because the strain sensor was placed more closed to fissure. After Step 13, the tunnel face had gone through the fissure, but the strains kept increasing until Step 16. Thereafter, the strains were gradually stabilized. Although the strains measured by Geogrids were slightly smaller than that measured by strain sensor, the tendency agreed very well. The strain of FBG2 which was close to arch crown was larger than strains sensed by the other two FBGs during the whole excavation process. This phenomenon indicated that the deformation of arch crown was larger.Figure 16
Strain results of Geogrids and strain sensor.During the total process of model test, the smart geogrids exhibited desirable performance. The test results demonstrate that proposed smart geogrids embedded with FBG can be an effective and promising geosynthetics method for the real-time monitoring of strains for geological model test and other geotechnical engineering related applications.


## 5.1. Model Test and Testing Procedure

A 3D visual water inrush model test system at a size of3.0×1.2×2.7 m (L×W×H) was set up to investigate tunnel’s instability process during excavation (Figure 14). The model test system consisted of frame system, pressure loading system, and real-time data acquisition system. The frame system was made of steel combining with tempered glasses which were glued and sealed to realize 3D visualization. Excavation section was left in the front of tempered glasses, and one hole on each side of the frame system was left for sensor’s wires. Similar materials for both surrounding rock as well as the filling body were developed and filled inside the frame system to simulate the properties of geological structure. The under width of fissure was 5 cm while the upper width was 10 cm, and the length of fissure was 17 cm. Angle of fissure with tunnel axis is 30°, and so the vertical direction, as shown in Figure 15. On the top of the similar materials a water storage section consisted of a permeable plate and pipes with holes was designed to provide water pressure for the system. Water was pumped from water tank to the water storage section. A water-resisting plate was covered and sealed to make the whole system water-tight. Jacks controlled by hydraulic pressure system were used for controllable load.Figure 14
Photograph of the model test system.Figure 15
The model test system and arrangement of Smart geogrids.The real-time monitoring system was utilized to acquire information of key parameters such as: displacement, seepage, pressure, and strain. The sensors and geogrids were imbedded to the designed position when filling the similar materials. Three FBGs with the wavelength of 1536.187 nm, 1542.732 nm, and 1548.475 nm respectively were embedded in the geogrids, while a piece of FBG (1552.721 nm wavelength) embedded smart geogrids, which was protected to be strain-independent, was used for temperature compensation. Smart geogrids were placed at a groove behind the fissure to evaluate strain variation during tunnel excavation. Each end of the geogrids was bound with a section of a PVC pipe which was inserted into the similar materials. Tense steel wires were bound and glued with PVC pipes at one end, and fixed on the steel frame at the other end. During the whole imbedding process, we kept tensing the geogrids to avoid bending. Similar materials were covered on tense geogrids and steel wires and then compacted to make sure no displacement on the boundary of the geogrids. Due to the water issue, the traditional strain gauges without waterproof were not suitable to be used in the model as the moisture might impact the strain reading. So FBG based strain sensor, which was developed by adhering 3 FBGs (vertical, horizontal, and slant 45°) on one surface of similar material block at a size of 3 cm × 3 cm × 3 cm, was utilized as the traditional strain monitoring approach. The strain sensor, which was placed at one side of the fissure, was closed to the position of FBG2. The horizontal strain collected by this sensor was used to compare with strain collected by Geogrids. FBG interrogator was used to acquire wavelength signal and the data were saved in the computer. The model test system and arrangement of Smart geogrids are shown in Figure15.The constant water pressure was loaded in the water storage section before excavation. The benching tunneling method was adopted for the excavation at a footage of 3 cm per step, while lower bench was 12 cm behind the upper bench during the excavation. The tunnel had a total length of 60 cm, and the process consisted of 24 steps. Supporting was one step behind the excavation. The next step would begin after the tunnel was stable.


## 5.2. Results and Discussions

Figure16 shows the strains measured by the smart geogrids and strain sensor during tunnel excavation. At the beginning of excavation (Step 1–Step 8), the variation of measured strains increased gradually as surrounding rock and filling body in the fissure were relatively steady. Due to the water pressure, filling body which consisted of similar materials with large particles and low strength was compressed. As a result, the measured strains showed a slightly increase from Step 2 to Step 4. At Step 5 and Step 6, the strains decreased probably because water which was originally reserved in the filling body was permeated into tunnel through some cracks. This phenomenon was also captured by the strain sensor. From Step 9 to Step 13, as tunnel face went through the fissure, the stress of surrounding rock and filling body was released, which led to a rapid increase of the strains. At this stage, the strain variation measured by the strain sensor was larger than the one measured by FBG2 of Geogrids, which is possibly because the strain sensor was placed more closed to fissure. After Step 13, the tunnel face had gone through the fissure, but the strains kept increasing until Step 16. Thereafter, the strains were gradually stabilized. Although the strains measured by Geogrids were slightly smaller than that measured by strain sensor, the tendency agreed very well. The strain of FBG2 which was close to arch crown was larger than strains sensed by the other two FBGs during the whole excavation process. This phenomenon indicated that the deformation of arch crown was larger.Figure 16
Strain results of Geogrids and strain sensor.During the total process of model test, the smart geogrids exhibited desirable performance. The test results demonstrate that proposed smart geogrids embedded with FBG can be an effective and promising geosynthetics method for the real-time monitoring of strains for geological model test and other geotechnical engineering related applications.


## 6. Conclusion

This paper develops smart geogrids embedded within FBGs for reinforcement and measurement of geotechnical engineering applications as well as geotechnical model tests. The fabricating process of smart geogrids has been introduced in detail. The strain distribution within the warps threads of geogrids’ ribs is investigated by finite element simulation. To protect the fragile fiber optic and minimize strain transfer error, the strain transfer characteristics of geogrids embedded with fiber optic have been analyzed base on the simulation results, which indicate that protective sleeve made by PVC have better strain transfer performance than that made by nylon, and the minimum strain transfer rate of PVC sleeves is approximately 0.983 when elongation is 0.5% at a the range of 0%~3%. A series of experiments, including tensile experiments and temperature experiments, have been conducted to verify the performance of proposed smart geogrids. The results of tensile experiment demonstrate that the wavelength of FBGs embedded within geogrids varies linearly with the tensile displacement, and the proposed smart geogrids also exhibit good consistency. Temperature experiment show that the temperature sensitivity of FBG integrated with geogrids is slightly higher than that of the normal FBG, and the temperature induced wavelength shifts can be compensated by an extra FBG temperature sensors. Finally, the designed smart geogrids are used in a geotechnical model test to monitor strains during the tunnel excavation, and results indicate that proposed smart geogrids embedded with FBGs can be usd effectively to measure strains for geological engineering related applications.



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*Source: 108209-2015-07-27.xml*