# MEMS Inertial Sensor for Strata Stability Monitoring in Underground Mining: An Experimental Study

Authors: Kaizhi Zhang; Songtao Ji; Yang Zhang; Jie Zhang; Ruikai Pan
Journal: Shock and Vibration
 (2018)

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## Abstract

To investigate the fracture and deformation characteristics of the strata in underground mining as well as the effectiveness and sensitivity of the MEMS inertial sensor for strata stability monitoring, a low cost, small size, and easy implementation inertial MEMS sensor module was redeveloped. Sensor modules were installed on roof strata in an underground mining equivalent material simulation experiment. Then, monitoring signal of two modules near the middle and end section of caving strata was processed. The processed signal presents stepped change, and each step consists a vibration stage and a stable stage. Further analysis of each stage, a strategy to estimate the deformation and stability of strata, can be reached: the duration of each vibration stage and complete stage with rising trend indicates that the deformation of strata is growing to the ultimate state. In this study, this method could recognize the destructive deformation of strata at least 1 hour before the strata caving.


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## Body

## 1. Introduction

Underground excavation is extensively made for varying purposes such as mining, storage of natural gas and oil, underground powerhouse cavern, and highway and railway tunnels with large sections. As the scale and depth of underground space increase, the risks of roof strata failure become higher due to complex geological environment. In particular, for coal mining, the maximum excavation scale could be up to hundreds and thousands meters in dip and strike direction, respectively. For such scale excavation, it is impossible to maintain the roof strata in stability without deformation; the very core is to monitor the movement characteristics of roof strata, to know when it would be failure, and then to make an accurately warning as early as possible.In recent decades, numerous monitoring techniques have been conducted to investigate the deformation and stability of the surrounding rock mass in underground excavation. Microseismic (MS) monitoring technique, with remarkable advantages in terms of real time, three-dimensional positioning of mechanical breaking events, has been successfully utilized in underground mining [1–3], powerhouse cavern [4], tunnels [5, 6], and oil and gas extraction [7, 8]. Electrical resistivity tomography [9, 10], acoustic Emission [11], synthetic aperture radar interferometry [12], and many other advanced technologies such as the microwave nondestructive inspection technique [13, 14] were also applied in strength prediction and underground excavation engineering. Those monitoring techniques do make a great contribution for the underground excavation monitoring; however the large scale, complex, and costly monitoring facilities may be the obstacles of applying monitoring system in universal application.The micro-electro-mechanical systems (MEMS) technology makes it possible to achieve low cost, high precision, small size, wireless, and easy implementation monitoring method to obtain the vibration and motion states of civil structures. For instance, MEMS accelerometers were applied in an exploratory field measurement of ground surface vibration during an underground blasting [15], to research the characterizations of how the shear zone in a soil mass evolves both spatially and temporally before developing into a full-scale flow landslide in experimental tests [16].In this paper, a low-cost MEMS inertial sensor, MPU-6050, is conducted to monitor the vibration of roof strata in an underground mining equivalent material simulation experiment. The main objective of this study is to present the effectiveness and sensitivity of the MEMS inertial sensor to strata interfracture and deformation and to develop an early warning strategy for strata deformation and caving.


## 2. Monitoring System

### 2.1. Monitoring Method

The strata failure occurs almost instantly, whereas the preparation of failure requires a relatively long-term process, usually accompanied by microstructure crack and macrostructural deformation, which could cause small vibrations and bending deformation. As a matter of fact, not only the strata failure but also the great majority of structure failures would have such processes, which make it possible to characterize these processes by the monitoring data of vibration.Vibration can be characterized in terms of three parameters: amplitude, velocity, and acceleration. The technology in vibration instrumentation and measurements has advanced significantly over past four decades, particularly in the area of industrial machinery health monitoring. Our study focuses on the vibration caused by rock damage, and a research for the microseismic frequency-spectrum of rock deformation, fracturing, and failure has suggested that the low-frequency components (<25 Hz) of monitoring signals are the key factors for rock damage assessment [17, 18]. The sensitivity of sensors used for measuring these parameters varies with the frequency of the vibration, and the common understanding is to use amplitude sensors to pick up low-frequency signals, velocity sensors in the middle ranges, and accelerometers at higher frequencies (accelerometers mentioned here mainly for the piezoelectric accelerometer). However, to achieve measurement of vibration in one tiny sensor module, we would try to measure the low-frequency vibration by MEMS inertial sensor mpu-6050, which combines a 3-axis gyroscope and a 3-axis accelerometer providing up to ±16 g accelerometer and ±2000°/s gyroscope and output data rate between 4 Hz and 8 kHz [19].


### 2.2. Monitoring System

To utilize the MEMS sensor in lab and field monitoring, there is a need to develop the signal processing, communication module, and terminal software. The mpu-6050 devices have an onboard Digital Motion Processor™ [19], which processes complex 6-axis Motion Fusion algorithms, but we have conducted a test which reveals that such algorithms may not be suitable in this study for the unstable monitoring data. Several studies [20–25] adopted and developed types of algorithms to obtain better results in terms of acceleration. In this study, we process the signal with the Kalman filter by an onboard STM32 processor (STM8S003); the processed data present the desirable accuracy. Since the sensor has a high sensitivity performance, problems can sometimes arise with noise signals induced by the connecting cable. Normally, power supply and signal transmission need 4 single conductor cables; as an improvement, in this case we mount a Bluetooth module (CSR BC417) on the PCB board for wireless communication. Thus, only 2 cables connect with the sensor module which could minimize the measurement error caused by connecting cable vibration. The whole sensor module can then be encapsulated in a 36 × 36 × 15 mm wall-mounting enclosure and total cost of a single sensor module less than 20 dollars. The terminal software for Window OS programmed by C# can display and record the sensor data in real time. The architecture of the monitoring system is shown in Figure 1.Figure 1
Architecture of monitoring system.


## 2.1. Monitoring Method

The strata failure occurs almost instantly, whereas the preparation of failure requires a relatively long-term process, usually accompanied by microstructure crack and macrostructural deformation, which could cause small vibrations and bending deformation. As a matter of fact, not only the strata failure but also the great majority of structure failures would have such processes, which make it possible to characterize these processes by the monitoring data of vibration.Vibration can be characterized in terms of three parameters: amplitude, velocity, and acceleration. The technology in vibration instrumentation and measurements has advanced significantly over past four decades, particularly in the area of industrial machinery health monitoring. Our study focuses on the vibration caused by rock damage, and a research for the microseismic frequency-spectrum of rock deformation, fracturing, and failure has suggested that the low-frequency components (<25 Hz) of monitoring signals are the key factors for rock damage assessment [17, 18]. The sensitivity of sensors used for measuring these parameters varies with the frequency of the vibration, and the common understanding is to use amplitude sensors to pick up low-frequency signals, velocity sensors in the middle ranges, and accelerometers at higher frequencies (accelerometers mentioned here mainly for the piezoelectric accelerometer). However, to achieve measurement of vibration in one tiny sensor module, we would try to measure the low-frequency vibration by MEMS inertial sensor mpu-6050, which combines a 3-axis gyroscope and a 3-axis accelerometer providing up to ±16 g accelerometer and ±2000°/s gyroscope and output data rate between 4 Hz and 8 kHz [19].


## 2.2. Monitoring System

To utilize the MEMS sensor in lab and field monitoring, there is a need to develop the signal processing, communication module, and terminal software. The mpu-6050 devices have an onboard Digital Motion Processor™ [19], which processes complex 6-axis Motion Fusion algorithms, but we have conducted a test which reveals that such algorithms may not be suitable in this study for the unstable monitoring data. Several studies [20–25] adopted and developed types of algorithms to obtain better results in terms of acceleration. In this study, we process the signal with the Kalman filter by an onboard STM32 processor (STM8S003); the processed data present the desirable accuracy. Since the sensor has a high sensitivity performance, problems can sometimes arise with noise signals induced by the connecting cable. Normally, power supply and signal transmission need 4 single conductor cables; as an improvement, in this case we mount a Bluetooth module (CSR BC417) on the PCB board for wireless communication. Thus, only 2 cables connect with the sensor module which could minimize the measurement error caused by connecting cable vibration. The whole sensor module can then be encapsulated in a 36 × 36 × 15 mm wall-mounting enclosure and total cost of a single sensor module less than 20 dollars. The terminal software for Window OS programmed by C# can display and record the sensor data in real time. The architecture of the monitoring system is shown in Figure 1.Figure 1
Architecture of monitoring system.


## 3. Experiment Setup

### 3.1. Geological Background

The test was conducted in an experimental model based on the “Yushuwan” coal mine located in Yulin city, the region in the northwest part of China. The excavated coal bed 2# was located at the average depth of 180 m undersurface, the thickness of coal seam varies from 1.5~9.4 m, the angle of dip is 0~2°, and mechanical properties of the rocks near coal seam are described in Table1.Table 1
Mechanical properties of rocks near coal seam.
Stratum Parameter Thicknessh (m) Poisson’sratio (ν) Compressivestrength σγ (MPa) Tensilestrength σt (MPa) Elasticmodulus E (GPa) Densityρ (kg/m3) … 170 - - - - - Gritstone 3.3 0.27 65 4.60 5.5 2580 Siltstone 2.6 0.30 72 7.50 9.0 2400 Sandy mudstone 3.1 0.25 26 1.80 3.5 2440 Mudstone 2.2 0.44 19 0.17 1.7 2660 Coal seam 3.6 0.26 14 0.06 1.2 1540 Mudstone 2.5 0.44 19 0.17 1.7 2660 … - - - - - -The roof rock strata of coal seam consist of softer rock (mudstone, sandy mudstone) and harder rock (siltstone, gritstone). For the softer rock strata, it would fall following the excavation of coal seam. In contrast, for the harder rock strata, it would not fall until the excavation area meets its strength limit, and if there is no an accurate early warning, the sudden failure of larger-area rock strata could induce a catastrophic accident. Consequently, the very core is to monitor the movement characteristics of siltstone rock layer, which plays a very important role in the whole roof strata movement.


### 3.2. Model Building

To investigate the fracture and deformation characteristics of the strata in underground mining, an equivalent material model with scale 1 : 60 size 220 × 180 × 22 cm (X ×Y ×Z) is built based on the aforementioned geological background. To simulate the rock strata with various mechanical properties, 4 kinds of materials, sand, calcium carbonate, gypsum, and water, will be mixed in different ratio.The coal seam, black part shown in Figure2, will be excavated along the positive direction of x-axis from x=15 cm. In order to cover key positions of fracture and deformation as much as possible, 4 sensor modules, numbers S1–S4, are installed on the siltstone stratum at section of x=17, 27, 37, and 47 cm, as shown in Figure 3. The sensor module can be set to the initial state; therefore the installation errors would not affect the accuracy of monitoring.Figure 2
Equivalent material simulation model.Figure 3
Sensor modules layout.


### 3.3. Excavation

With the increase of the excavation area, the overlying mudstone and sandy mudstone stratum cave into small blocks (see Figure4(a)), and the siltstone, gritstone, and upper strata structure cave suddenly when the excavation distance reaches 50 cm (see Figure 4(b)). From Figure 4(b) we learn that 3 sensor modules S2–S4 are at the caving part of siltstone stratum, S1 is at the uncaving suspended part, and S2 is the nearest one to the end section with most obvious inclination angle change. Digging further into the strata fractures layout, we can also find cracks mainly located at middle section of strata, and S3 is the nearest one to the middle section.Figure 4
Roof strata caving with excavations. (a) Excavation distance = 40 cm. (b) Excavation distance = 50 cm.
(a) (b)


## 3.1. Geological Background

The test was conducted in an experimental model based on the “Yushuwan” coal mine located in Yulin city, the region in the northwest part of China. The excavated coal bed 2# was located at the average depth of 180 m undersurface, the thickness of coal seam varies from 1.5~9.4 m, the angle of dip is 0~2°, and mechanical properties of the rocks near coal seam are described in Table1.Table 1
Mechanical properties of rocks near coal seam.
Stratum Parameter Thicknessh (m) Poisson’sratio (ν) Compressivestrength σγ (MPa) Tensilestrength σt (MPa) Elasticmodulus E (GPa) Densityρ (kg/m3) … 170 - - - - - Gritstone 3.3 0.27 65 4.60 5.5 2580 Siltstone 2.6 0.30 72 7.50 9.0 2400 Sandy mudstone 3.1 0.25 26 1.80 3.5 2440 Mudstone 2.2 0.44 19 0.17 1.7 2660 Coal seam 3.6 0.26 14 0.06 1.2 1540 Mudstone 2.5 0.44 19 0.17 1.7 2660 … - - - - - -The roof rock strata of coal seam consist of softer rock (mudstone, sandy mudstone) and harder rock (siltstone, gritstone). For the softer rock strata, it would fall following the excavation of coal seam. In contrast, for the harder rock strata, it would not fall until the excavation area meets its strength limit, and if there is no an accurate early warning, the sudden failure of larger-area rock strata could induce a catastrophic accident. Consequently, the very core is to monitor the movement characteristics of siltstone rock layer, which plays a very important role in the whole roof strata movement.


## 3.2. Model Building

To investigate the fracture and deformation characteristics of the strata in underground mining, an equivalent material model with scale 1 : 60 size 220 × 180 × 22 cm (X ×Y ×Z) is built based on the aforementioned geological background. To simulate the rock strata with various mechanical properties, 4 kinds of materials, sand, calcium carbonate, gypsum, and water, will be mixed in different ratio.The coal seam, black part shown in Figure2, will be excavated along the positive direction of x-axis from x=15 cm. In order to cover key positions of fracture and deformation as much as possible, 4 sensor modules, numbers S1–S4, are installed on the siltstone stratum at section of x=17, 27, 37, and 47 cm, as shown in Figure 3. The sensor module can be set to the initial state; therefore the installation errors would not affect the accuracy of monitoring.Figure 2
Equivalent material simulation model.Figure 3
Sensor modules layout.


## 3.3. Excavation

With the increase of the excavation area, the overlying mudstone and sandy mudstone stratum cave into small blocks (see Figure4(a)), and the siltstone, gritstone, and upper strata structure cave suddenly when the excavation distance reaches 50 cm (see Figure 4(b)). From Figure 4(b) we learn that 3 sensor modules S2–S4 are at the caving part of siltstone stratum, S1 is at the uncaving suspended part, and S2 is the nearest one to the end section with most obvious inclination angle change. Digging further into the strata fractures layout, we can also find cracks mainly located at middle section of strata, and S3 is the nearest one to the middle section.Figure 4
Roof strata caving with excavations. (a) Excavation distance = 40 cm. (b) Excavation distance = 50 cm.
(a) (b)


## 4. Monitoring Results Analysis

In terms of acceleration, theory of beam on elastic foundation has been revealed: for roof strata in underground mining, the middle section and end section are the key parts, withstanding a maximum shear force and bending moment, and could present more precursory vibration signals as well [26–29]. Regarding the relative location of sensors to the fractured strata, S1 is located at the stable cantilever strata and S2, S3, and S4 are located at failure strata, among which S2 and S3 are located at the right side of middle section and S4 is located at the other side. This means that sensors can be divided into 3 groups, with various movement characteristics, in accordance with the different position of strata structure. Considering that S2 and S3 are the nearest sensors to the middle section and end section, respectively, in addition, both S2 and S3 located at the same structure area that can be compared to each other. Hence, the monitoring data of S2 and S3 will be further analyzed.


### 4.1. Signal Processing

In order to present the data more directly and clearly, we set 6000 seconds before fracture as time 0 and set the acceleration data at the time 0 to 0 as well. Figures5(a) and 5(b) are the original acceleration signal data of S2 and S3 in x-axis 100 minutes before strata fracture, respectively.Figure 5
Original acceleration signal. (a) Sensor module S2. (b) Sensor module S3.
(a) (b)Figure5(a) shows the acceleration signals of S2 fluctuate around 0 (±0.002 g) and then witnessed a rapid rise since 5800 s caused by strata rotational deformation near the end section. Figure 5(b) shows that S3 signals keep a state of fluctuation without any marked changes until 6000 s that tally with a middle section movement characteristic of a beam structure. The dramatic growth of S2 indicates that the macroscopic movement of different strata parts before 5800 s is the same in general. However, as a preparation process more features need to be extracted and analyzed at the microlevel; therefore, the signal should be postprocessed.As illustrated in Figure6(a), it is almost impossible to read effective features from the original signal as undesirable noises. To further investigate the signal features, signals will be processed by a median filter to remove the noise and to keep important features as much as possible [30–32]. Figures 6(b)–6(d) shows the signal processed by the median filter with different n (order of the one-dimensional median filter). Signal shown in Figure 6(b) has a similar but better result (±0.001 g) than Figure 6(a), the original one; however it is still hard to tell the signal features. Figures 6(c) and 6(d) further improve the signal performance to a desirable level (±0.00025 g); in particular, Figure 6(d) filtrates most of the noise, meanwhile keeping main characteristics of the original signal.Figure 6
Acceleration signal of S2 in 3000–3050 s. (a) Original signal. (b) Processed by median filter withn=10. (c) Processed by median filter with n=100. (d) Processed by median filter with n=250.
(a) (b) (c) (d)


### 4.2. Signal Analysis

According to the filtering performance, the acceleration signals of S2 and S3 will be processed with the same setting in Figure6(d) and the processed data as shown in Figure 7.Figure 7
Acceleration signal processed by median filter withn=250. (a) Sensor module S2. (b) Sensor module S3.
(a) (b)This figure describes that there are 6 discontinuous vibration stages, from I to VI, within 6000 s. The periodic change of signal means that both the middle and end sections of strata will go through 6 periods of internal structural fracture, and after a period of fracture the strata will be relatively stable without new fractures for a period of time and then to the next period of fracture, and so on until strata caving. As the component of the gravity acceleration inx-axis is rising, so there is an acceleration difference, 5 × 10−4g, between 2 adjacent stages. Thus, the signal with stage change and rising trend is caused not only by the internal structural fractures of strata, but also by the deformation.For the convenience of analysis, we define the concept of “vibration stage” as each signal vibration part from the start time to the end time; for more details see Table2; we define the concept of “complete stage” as the part from the start of a vibration stage to the start of next vibration stage; for instance, complete stage S2 (I-II) is the time period from 725 s to 1224 s.Table 2
Start and end time of vibration stages (s).
I II III IV V VI S1 725–1002 1224–1619 2105–2397 3001–3567 4055–4727 5359–caving S2 127–430 830–1371 1587–2138 2637–3347 3709–4935 5369–cavingThe duration of each vibration stage, except stage VI caused by strata caving, can be calculated by the data of Table2, as shown in Figure 8. The line graph illustrates that the duration of S2 and S3 saw an upward trend in general, which means that internal structural fractures increased gradually whilst the strata got closer to caving. Meanwhile, the S3 green line keeps in above of the S2 blue line; namely, the durations of S3 last longer than S2 at each stage, which indicates that the fractures at middle section of strata last longer than that at end section. In fact, this may be explained by Figure 4(b); we can find more observed unpenetrating fractures located at the middle section and only one penetrating fracture at the end section, which is the end section itself.Figure 8
Duration of vibration stage.Furthermore, in terms of the complete stage, the duration of each complete stage can be achieved from Table2, shown in Figure 9. And the lines show a steady climb, without exception, to the highest point at the last vibration stage. This change pattern could offer a new way to make an early warning of strata instability. In this study, this trend of change can be observed at least 1 hour before strata caving.Figure 9
Duration of complete stage.


## 4.1. Signal Processing

In order to present the data more directly and clearly, we set 6000 seconds before fracture as time 0 and set the acceleration data at the time 0 to 0 as well. Figures5(a) and 5(b) are the original acceleration signal data of S2 and S3 in x-axis 100 minutes before strata fracture, respectively.Figure 5
Original acceleration signal. (a) Sensor module S2. (b) Sensor module S3.
(a) (b)Figure5(a) shows the acceleration signals of S2 fluctuate around 0 (±0.002 g) and then witnessed a rapid rise since 5800 s caused by strata rotational deformation near the end section. Figure 5(b) shows that S3 signals keep a state of fluctuation without any marked changes until 6000 s that tally with a middle section movement characteristic of a beam structure. The dramatic growth of S2 indicates that the macroscopic movement of different strata parts before 5800 s is the same in general. However, as a preparation process more features need to be extracted and analyzed at the microlevel; therefore, the signal should be postprocessed.As illustrated in Figure6(a), it is almost impossible to read effective features from the original signal as undesirable noises. To further investigate the signal features, signals will be processed by a median filter to remove the noise and to keep important features as much as possible [30–32]. Figures 6(b)–6(d) shows the signal processed by the median filter with different n (order of the one-dimensional median filter). Signal shown in Figure 6(b) has a similar but better result (±0.001 g) than Figure 6(a), the original one; however it is still hard to tell the signal features. Figures 6(c) and 6(d) further improve the signal performance to a desirable level (±0.00025 g); in particular, Figure 6(d) filtrates most of the noise, meanwhile keeping main characteristics of the original signal.Figure 6
Acceleration signal of S2 in 3000–3050 s. (a) Original signal. (b) Processed by median filter withn=10. (c) Processed by median filter with n=100. (d) Processed by median filter with n=250.
(a) (b) (c) (d)


## 4.2. Signal Analysis

According to the filtering performance, the acceleration signals of S2 and S3 will be processed with the same setting in Figure6(d) and the processed data as shown in Figure 7.Figure 7
Acceleration signal processed by median filter withn=250. (a) Sensor module S2. (b) Sensor module S3.
(a) (b)This figure describes that there are 6 discontinuous vibration stages, from I to VI, within 6000 s. The periodic change of signal means that both the middle and end sections of strata will go through 6 periods of internal structural fracture, and after a period of fracture the strata will be relatively stable without new fractures for a period of time and then to the next period of fracture, and so on until strata caving. As the component of the gravity acceleration inx-axis is rising, so there is an acceleration difference, 5 × 10−4g, between 2 adjacent stages. Thus, the signal with stage change and rising trend is caused not only by the internal structural fractures of strata, but also by the deformation.For the convenience of analysis, we define the concept of “vibration stage” as each signal vibration part from the start time to the end time; for more details see Table2; we define the concept of “complete stage” as the part from the start of a vibration stage to the start of next vibration stage; for instance, complete stage S2 (I-II) is the time period from 725 s to 1224 s.Table 2
Start and end time of vibration stages (s).
I II III IV V VI S1 725–1002 1224–1619 2105–2397 3001–3567 4055–4727 5359–caving S2 127–430 830–1371 1587–2138 2637–3347 3709–4935 5369–cavingThe duration of each vibration stage, except stage VI caused by strata caving, can be calculated by the data of Table2, as shown in Figure 8. The line graph illustrates that the duration of S2 and S3 saw an upward trend in general, which means that internal structural fractures increased gradually whilst the strata got closer to caving. Meanwhile, the S3 green line keeps in above of the S2 blue line; namely, the durations of S3 last longer than S2 at each stage, which indicates that the fractures at middle section of strata last longer than that at end section. In fact, this may be explained by Figure 4(b); we can find more observed unpenetrating fractures located at the middle section and only one penetrating fracture at the end section, which is the end section itself.Figure 8
Duration of vibration stage.Furthermore, in terms of the complete stage, the duration of each complete stage can be achieved from Table2, shown in Figure 9. And the lines show a steady climb, without exception, to the highest point at the last vibration stage. This change pattern could offer a new way to make an early warning of strata instability. In this study, this trend of change can be observed at least 1 hour before strata caving.Figure 9
Duration of complete stage.


## 5. Conclusions

In this study, low-cost MEMS inertial sensor modules are adopted to investigate the fracture and deformation characteristics of the overlying strata in an underground mining equivalent material simulation experiment. The monitoring data of two sensor modules, near to the middle section and end section of suspended strata, are processed by median filter. Processed data shows that the median filter is an effective signal processing method for the denoising of acceleration data. Furthermore, comparison and statistical analysis are conducted to investigate the movement characteristics of strata prior to the first weighting, and then the following conclusions can be drawn:(1)
The effectiveness and sensitivity of the low-cost MEMS inertial sensor, less than 20 dollars, to strata interfracture and deformation, are tested and proofed.(2)
The strata deformation presents a characteristic of step change, rather than continuous change; each step consists of two parts: a vibration stage and a stable stage.(3)
The duration of each single period with rising trend indicates that the deformation of strata is growing to the ultimate state, which could be as a criterion for early warning and recognizing the destructive deformation of strata.The experimental test results demonstrate the validity of the MEMS inertial sensor; theoretically, for an underground excavation only 2 sensor modules are required. This approach may hopefully serve as a new low-cost monitoring method applied in related research areas and engineering practice.



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*Source: 4895862-2018-06-04.xml*