# Investigation for Influences of Seepage on Mechanical Properties of Rocks Using Acoustic Emission Technique

Authors: Saisai Wu; Xiaohan Zhang; Junping Li; Zhao Wang
Journal: Geofluids
 (2020)

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## Abstract

The behavior of rock mass is governed by the properties of both the rock material and discontinuities in the rock mass. Surrounding environments including the existence of water also have a great influence on the behavior and mechanical properties of rocks. In this study, a novel-designed compression and seepage testing system, associated with an acoustic emission system, was designed and constructed. The changes in the specimens resulting from the uniaxial compression were monitored by an acoustic emission technique. The characteristics of the acoustic emission parameters at different stages including compaction and crack initiation, crack propagation, and catastrophic failure were analyzed. The existence of seepage had direct influences on the mechanical properties and failure patterns of the specimens. The specimens tested in pure compression conditions demonstrated strong burst proneness and ruptured into separate pieces, while for the specimens with seepage, no burst proneness was observed and the specimens tended to fail along a macroscopic shear failure plane. The highest average energy of the acoustic signal occurred at the stage of initial rupture of rock specimens, rather than at the stage of widespread rupture. The studies explored the possibilities of using the acoustic emission technique to investigate the problems associated with the seepage in geotechnical and rock engineering and provided meaningful results for further research in this field.


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## Body

## 1. Introduction

Rock mechanics plays an important role in the design, construction, and performance assessment of various rock engineering fields such as tunnels, bridges, and mining operations [1–3]. The failure and damage characteristic of rocks is therefore one of the most intensively studied research topics in the field of rock engineering [4–6]. The behavior of rock mass is governed by the properties of both the rock material and discontinuities in the rock mass [7–9]. Surrounding environments such as the water also have great influences on the behavior and mechanical properties of rocks [10–12]. The interior of the rock generally contains natural defects in the crystal, micropores, and fissures between particles, native, secondary layering, and regulation, which provide the channel for the diffusion of the water [13–15]. The groundwater in the discontinuous surfaces could reduce the rock’s antishear strength and the elastic yield limit through producing the external stress by the pore water pressure [16]. When the water pressure is greater than the contact pressure, the microcracks initiate and continue to develop reducing the stability of the rock mass.The existence of the water could also affect the mechanical properties of the rock through altering the original chemical composition of the rock. Generally, due to the different interaction mechanisms of the negative and positive ions within the rocks, the negative and positive ions in the water would redistribute when the water flow through the rocks [17, 18]. More specifically, negative ions in water are preferentially attracted by the particles in rock, which cause intricate alterations in the petrographical and mineralogical characteristics of rocks [19]. Due to the negative influences of the water on the strength and deformational properties of rocks, critical evaluations of physical-mechanical behavior of rocks under the effects of seepage are of significant relevance in geotechnical engineering structures [20–22]. However, due to the diversity of rock properties, randomness, ambiguity, and environmental complexity, the effect of seepage on the mechanical properties of rock is not systematically understood. To maintain the integrity and long-term stability of rock mass under water-rich conditions, understanding the influences of seepage on mechanical properties and failure process of rocks is quite necessary.A number of studies have been carried out to evaluate the failure process of the rock through acoustic emission (AE) techniques [23–25]. Because of the nondestructive characteristic, AE techniques have drawn increased attention recently for characterizing the rock failure process. The number of AE events is related to the inelastic deformation of the rock [26]. The relative numbers of small and large AE events derived from the amplitude distribution obey the power law frequency-magnitude relation and correlate with the degree of damage localization [27, 28]. In addition, the size, orientation, and mechanism of microcracks are indicated by source mechanism analysis [29]. Triaxial experiments carried out on basalt show excellent agreement between AE source locations of individual microcracks and the fault zone [30]. The aforementioned experiments show that AE is one of the promising tools to characterize the failure process of rocks. However, investigation into the effects of seepage on the failure process using AE techniques is still an emerging field which affects the stability of the geotechnical engineering structures.In this study, in order to investigate the influences of seepage on mechanical properties and failure process of rocks, a novel-designed compression and seepage testing system that is capable of conducting the uniaxial compression testing on the rock specimens while applying the seepage was designed and constructed. The failure procedures of the rock specimens under the conditions with or without the effects of seepage were monitored by the AE technique in real time. The influences of the seepage on the mechanical parameters of the rock specimens were obtained. Comparisons of the recorded mechanical and acoustic signal parameters under the testing conditions with and without the effects of seepage were carried out. The results provided a new basis for the stability analysis of rock mass considering the influences of the seepage.


## 2. Experimental Programs

### 2.1. Specimens

The tested marble specimens were collected from a copper-iron mine in China. Typically, the specimens are characterized as fine-grain, coarser, and having soft texture good integrity with local small cracks. The structure surface contains silicon filling. Because marble generally contains impurities and calcium carbonate, it can be easily affected by the water [31]. In the preparation of the specimens, the rock mass with good integrity was collected and machined into cuboid with the dimension of 50mm×50mm×100mm. The surfaces of the specimens were polished by a grinder, and its flatness and verticality were complying with the standard requirement. The parallelism deviation of the surfaces at both ends of the specimen was controlled less than 0.1 millimeter.


### 2.2. Experimental Systems

For the laboratorial tests, a novel-designed compression and seepage testing system associated with AE testing system was constructed. The system was designed to evaluate the influences of seepage on mechanical properties of rocks using AE techniques at low strain rate. The testing system consists of three major parts including servo-controlled material testing system (MTS), AE21C acoustic transmitter, and seepage system. The schematic diagram and installed testing system are shown in Figures1 and 2. The compression capability of the servo-controlled MTS is 200 tons. The AE21C acoustic transmitter is computer-controlled which supports Fast Fourier Transformation, correlation analysis, transfer functions, and other digital signal processing work. The record transmission signal can be automatically processed and also the output impact count, ring ingress count, the main frequency value, and its corresponding magnitude. The sensor with 20 kHz broadband was used to capture sound transmission signals and the AE waveform.Figure 1
Schematic view of the testing system.Figure 2
A photograph of the testing system.The seepage system is used to apply a continuous water cycling system to the specimens during the tests. For the design of the seepage system, a square-shaped sealing strip made from rubber was evenly arranged and attached in the upper section of the specimen. To facilitate the exposure and diffusion of the water into the specimen, a specialised designed water spray system was constructed with a number of spray nozzles uniformly installed inside the sealing strips. The spray nozzles could provide the water mist that would penetrate evenly into the test specimens. A nitrogen cylinder was used to provide the water pressure to the reticulation pipes that connect the spray nozzles and the water tank. Different with the saturated cases, the application of the seepage system simulated the real in situ scenario that the water continually penetrated into the rock.


### 2.3. Testing Procedures

Once the specimens were prepared, all specimens were tagged and photographed. To accurately determine the effects of seepage on the mechanical properties of the specimens, uniaxial compression tests on the specimens under the conditions with or without the effects of seepage were carried out. All the tests were conducted in a quiet indoor environment to avoid noise disturbances. The test scenarios without the effects of the seepage were conducted as reference tests. For the reference tests, the specimens were loaded in pure compression condition using the servo-controlled MTS. Prior to applying the loads, the specimen was tightly secured between two loading platens of the servo-controlled MTS with two adaptors. The rubber gaskets with the thickness of 10 millimeters were put between the end of the specimen and the loading platens, to avoid noise interference due to friction at the end of the specimen when loading. For each test, two sensors were pasted on the central position of the two opposite sides of the cuboid specimens using Vaseline. During the tests, the compression applied on the specimens was increased at 0.02 KN every second until the failure occurred. The failure procedures of the rock specimens were monitored by the AE technique in real time. The sampling frequency was 2 MHz, and the amplification was 40 dB. To eliminate the effects of noise interference due to water application by the spray nozzles, the threshold value of acoustic emission was selected at 80 dB which was slightly above the background noises. The acoustic parameters including number of events, hits, and energy were automatically proceeded and recorded.For the tests considering the effects of seepage, prior to applying the loads, the specimen was exposed to the water spray for a certain time using the designed continuous water cycling system in order to make sure water was penetrated into the specimens and formed a continual water diffusion path. To facilitate the exposure and diffusion of the water into the specimen, a constant water pressure of 0.2 MPa was applied to the spray nozzles by the application of the nitrogen cylinder. After 24-hour exposure, the specimens were loaded in compression at the increasing stress rate of 0.02 KN every second until the failure occurred. The failure procedures of the specimens were monitored by the AE technique in real time. The design of the continuous water cycling system was able to simulate the real in situ scenario that the water continually penetrated into the rock. Additionally, three specimens were tested in each condition to eliminate the effects of any scatter on the test results.


## 2.1. Specimens

The tested marble specimens were collected from a copper-iron mine in China. Typically, the specimens are characterized as fine-grain, coarser, and having soft texture good integrity with local small cracks. The structure surface contains silicon filling. Because marble generally contains impurities and calcium carbonate, it can be easily affected by the water [31]. In the preparation of the specimens, the rock mass with good integrity was collected and machined into cuboid with the dimension of 50mm×50mm×100mm. The surfaces of the specimens were polished by a grinder, and its flatness and verticality were complying with the standard requirement. The parallelism deviation of the surfaces at both ends of the specimen was controlled less than 0.1 millimeter.


## 2.2. Experimental Systems

For the laboratorial tests, a novel-designed compression and seepage testing system associated with AE testing system was constructed. The system was designed to evaluate the influences of seepage on mechanical properties of rocks using AE techniques at low strain rate. The testing system consists of three major parts including servo-controlled material testing system (MTS), AE21C acoustic transmitter, and seepage system. The schematic diagram and installed testing system are shown in Figures1 and 2. The compression capability of the servo-controlled MTS is 200 tons. The AE21C acoustic transmitter is computer-controlled which supports Fast Fourier Transformation, correlation analysis, transfer functions, and other digital signal processing work. The record transmission signal can be automatically processed and also the output impact count, ring ingress count, the main frequency value, and its corresponding magnitude. The sensor with 20 kHz broadband was used to capture sound transmission signals and the AE waveform.Figure 1
Schematic view of the testing system.Figure 2
A photograph of the testing system.The seepage system is used to apply a continuous water cycling system to the specimens during the tests. For the design of the seepage system, a square-shaped sealing strip made from rubber was evenly arranged and attached in the upper section of the specimen. To facilitate the exposure and diffusion of the water into the specimen, a specialised designed water spray system was constructed with a number of spray nozzles uniformly installed inside the sealing strips. The spray nozzles could provide the water mist that would penetrate evenly into the test specimens. A nitrogen cylinder was used to provide the water pressure to the reticulation pipes that connect the spray nozzles and the water tank. Different with the saturated cases, the application of the seepage system simulated the real in situ scenario that the water continually penetrated into the rock.


## 2.3. Testing Procedures

Once the specimens were prepared, all specimens were tagged and photographed. To accurately determine the effects of seepage on the mechanical properties of the specimens, uniaxial compression tests on the specimens under the conditions with or without the effects of seepage were carried out. All the tests were conducted in a quiet indoor environment to avoid noise disturbances. The test scenarios without the effects of the seepage were conducted as reference tests. For the reference tests, the specimens were loaded in pure compression condition using the servo-controlled MTS. Prior to applying the loads, the specimen was tightly secured between two loading platens of the servo-controlled MTS with two adaptors. The rubber gaskets with the thickness of 10 millimeters were put between the end of the specimen and the loading platens, to avoid noise interference due to friction at the end of the specimen when loading. For each test, two sensors were pasted on the central position of the two opposite sides of the cuboid specimens using Vaseline. During the tests, the compression applied on the specimens was increased at 0.02 KN every second until the failure occurred. The failure procedures of the rock specimens were monitored by the AE technique in real time. The sampling frequency was 2 MHz, and the amplification was 40 dB. To eliminate the effects of noise interference due to water application by the spray nozzles, the threshold value of acoustic emission was selected at 80 dB which was slightly above the background noises. The acoustic parameters including number of events, hits, and energy were automatically proceeded and recorded.For the tests considering the effects of seepage, prior to applying the loads, the specimen was exposed to the water spray for a certain time using the designed continuous water cycling system in order to make sure water was penetrated into the specimens and formed a continual water diffusion path. To facilitate the exposure and diffusion of the water into the specimen, a constant water pressure of 0.2 MPa was applied to the spray nozzles by the application of the nitrogen cylinder. After 24-hour exposure, the specimens were loaded in compression at the increasing stress rate of 0.02 KN every second until the failure occurred. The failure procedures of the specimens were monitored by the AE technique in real time. The design of the continuous water cycling system was able to simulate the real in situ scenario that the water continually penetrated into the rock. Additionally, three specimens were tested in each condition to eliminate the effects of any scatter on the test results.


## 3. Experimental Results and Analysis

### 3.1. Mechanical Properties

The stress-strain curve of the rock specimens under the uniaxial compression tests with or without the effects of the seepage is obtained and displayed in Figures3 and 4, respectively. Based on the results, elastic modulus and Poisson’s ratio were calculated and the results are summarized in Table 1. It can be seen from the test results that the seepage has significant influences on the mechanical properties of the specimens. For the specimens tested in the pure compression conditions, the average ultimate compression strength was 32.8 MPa, while the average ultimate compression strength of the specimens tested in the conditions with the seepage was around 26.6 MPa, decreased by 23.3% compared to that in the pure compression conditions. The average strain of the specimens under pure compression conditions was 1.63%, while this value was 2.29% with the effects of seepage. The elastic modulus of the specimen in pure compression conditions (20.14 GPa) was around twice of that in the conditions with the seepage (11.62 GPa). Even though the uniaxial compression strength of the specimens varied, the test results remained reasonably consistent and repeatable.Figure 3
The stress-strain curve of the specimens in pure compression tests.Figure 4
The stress-strain curve of the specimens with the seepage.Table 1
The variation of mechanical parameters.
Testing conditions (hydromechanical coupling)Uniaxial compression strength (MPa)Mean value (MPa)Strain (%)Mean value (%)Elastic modulus (GPa)Without36.4332.831.651.6320.1430.781.7131.281.54With26.1626.612.492.2911.6225.522.2528.162.14The differences in the compressive strength and elastic modulus for the rock with or without the effects of seepage may be related to the petrographical and mineralogical properties [32]. The specimens used in this study are characterized as fine-grain and coarser and having soft texture. The structure surface of the specimens contains silicon filling which could be easily affected by the seepage [31]. When the water diffused into the micropores and fissures in the rocks, the external stress may be produced by the pore water pressure, reducing the yield strengths of the rock. Additionally, the diffused water could alter the mineralogical properties of the rocks and formed new water-soluble substances [33]. As a result, the original structure of rock was destroyed and the cementation force between particles was weakened. Under the compression conditions, the reduced connection force between particles of the original structure of rock facilitated the initiation of the microcracks in the rock and resulted in the macroscopic failure of the rock at low stress magnitudes. The failure pattern of the specimens under the effects of the seepage had a creeping tendency. The average deformation of the specimens at the failure time under the effects of seepage was larger than that under pure compression conditions. The low elastic modulus of the specimens under the effects of the seepage confirmed negative effects of water on the mechanical properties of the rock and also suggested that the marble was sensitive to the effects of the seepage.


### 3.2. Failure Patterns

The failure patterns of the specimens under the uniaxial compression tests without or with the effects of the seepage are displayed in Figures5 and 6, respectively. All of the specimens under uniaxial compression showed apparently macroscopic brittle behavior evidenced by the visible spalls and axial failure planes. The dominant failure pattern of the specimen was regarded as axial splitting. However, differences in the failure mechanism of the rock specimens without or with the effects of the seepage were also observed. The specimens tested in pure compression conditions demonstrated strong burst proneness and ruptured into separate pieces, while for the specimens in the conditions with seepage, no burst proneness was observed and the specimens tended to fail along a macroscopic shear failure plane. At the failure time, the specimens did not split into separate pieces.Figure 5
Failure patterns of the specimens under pure uniaxial compression tests.Figure 6
Failure patterns of the specimens under compression tests with the seepage.It is commonly recognized that rock failures were related to the initiation and propagation of microcracks randomly in the rock. The initiation and propagation of microcracks in the rock are influenced by many factors, such as the experimental conditions and the distribution of external loading [34, 35]. The difference in the failure patterns of the specimens without or with the effects of the seepage could account for the negative effects of water on the mechanical properties of rock. Under the pure compression conditions, the failure initially started with the opening of the fissure-based fracture and gradually turned into shear damage when the main crack formed [36, 37]. Due to the high stiffness of the rock, the final rupture showed the characteristics of the sudden catastrophic brittle destruction with strong burst proneness. Under the effects of the seepage, the connection force between particles and the original structure of rock was destroyed. The reduced connection force between particles of the original structure of rock facilitated the initiation of the microcracks in the rock. Microcracks propagated and interacted with each other forming the macroscopic failure planes at the weakest direction rather than raptured into pieces [38–40]. This observation was also consistent with the higher average strain at the failure time compared to that in pure compression. Therefore, the specimens tested in the conditions without or with the effects tend to fail in different patterns with different degrees of burst proneness.


### 3.3. Acoustic Emission Parameters

The characteristics of the measured acoustic signals during the experiments showed similar trends, and one of the detailed AE measurements was presented. The accumulated acoustic activities recorded in the tests with or without seepage are displayed in Figures7 and 8, respectively. The accumulated acoustic activities showed the presence of three stages in the failure process of the rock specimens. At the first stage, there were no significant AE activities until the applied stress was around 24 MPa in the pure compression tests and 14 MPa under the effects of the seepage. After that, an increase of AE activities was observed and it continued to grow progressively until the applied stress reached around 90% of maximum load. When the applied stress reached around 30 MPa and 24 MPa in the condition with and without seepage, the number of the AE activities increased significantly. Generally, under the effects of the seepage, the level of received AE activities were generally high throughout the whole test procedures.Figure 7
Evolution of acoustic activities in pure compression tests.Figure 8
Evolution of acoustic activities under the effects of the seepage.The failure processes of the rock under compression conditions are generally characterized by three stages including compaction and crack initiation, crack propagation, and catastrophic failure. It was suggested that 24 MPa and 14 MPa are corresponding to the stage of compaction and crack initiation with or without seepage, respectively. Due to the existence of natural defects and micropores in the interior of the rock, the specimens were compacted at this stage and no significant AE activities were recorded at this stage. With the increasing of the applied stress intensities, the cumulative damage by the applied stress resulted in the microcrack coalescence within the rock. Once the sliding of the microcrack coalescence occurred, the transverse and longitudinal cracks propagated along the length of the initial crack [38–40]. Therefore, at the stage of crack propagation, the initial rupture of rock occurred producing a large number of new cracks in the interior of rock, and an increasing number of acoustic signals was recorded. The third stage was regarded as the catastrophic failure which corresponded to the applied stress of 30 MPa and 24 MPa with or without seepage. At this stage, the produced new cracks in the interior of rock interacted with each other forming the main fracture at the weakest direction. Once the specimens cannot support the applied loads, catastrophic failure of the rock occurred and the specimens ruptured into pieces, during which significant AE activities were recorded.The main frequency distribution of AE activities under pure compression conditions was analyzed. At the stress intensity of 24 MPa where the crack initiated, the main frequency distribution of the acoustic signal ranged from 0.24 kHz to 36.4 kHz (Figure9(a)). The frequency of the most recorded signal was lower than 10 kHz. The maximum frequency of the recorded signal was 36.4 kHz. When the stress intensity was increased to 30 MPa where the catastrophic failure of the rock occurred, the frequency of the acoustic signal increased dramatically ranging from 0.98 kHz to 77.6 kHz (Figure 9(b)). The proportion of low-frequency components was low, and the frequency of the most recorded signal was higher than 10 kHz. The maximum frequency of the recorded signal was 77.6 kHz which was around twice of that under the stress of 24 Mpa.Figure 9
The main frequency distribution of acoustic signal: (a) 26 MPa; (b) 32 MPa.
(a)
Frequency distribution at 24 MPa (kHz)(b)
Frequency distribution at 30 MPa (kHz)Under the effects of seepage, the frequency distribution of AE activities during the failure process was lower than that in pure compression tests. At the applied stress of 16 Mpa where the crack initiated, the frequency distribution ranged from 0.5 kHz to 16.4 kHz. The frequency distribution of the acoustic transmit signal was wide, and the proportion of frequency components around 10 kHz exceeded 50% (Figure10(a)). At stress intensities of 22 Mpa in which catastrophic failure of the rock occurred, the frequency distribution of the received signals ranged from 2.1 kHz and 17.8 kHz, which was similar with that under the stress of 16 MPa (Figure 10(b)).Figure 10
The main frequency distribution of marble under the effects of seepage.
(a)
Frequency distribution at 16 MPa (kHz)(b)
Frequency distribution at 22 MPa (kHz)It was observed that the main frequency of the acoustic signal was increased with the increasing loads under the pure compression conditions. The maximum frequency of the recorded signal at the stage of catastrophic failure (77.6 kHz) was around twice of that at the stage of crack initiation (36.4 kHz). This significant difference in the main frequency distribution of the acoustic signal at the different failure stages demonstrated the potential correlation between the frequency of acoustic signal and failure status of rock specimens. Compared with the sharp increases of the main frequency of acoustic signal at different stages under pure compression conditions, the main frequency of the received signals is basically stable at different stress levels under the under the effects of seepage.The relationships between the average energy of the recorded acoustic signal and the applied stress intensities were studied (Figure11). The average energy of a single ring is the ratio of energy counting rate to ring counting rate. It was observed that at the applied stress of 24 Mpa under pure compression conditions, the average energies of a single ring reached the first peak at 12.80. Under the effects of seepage, the average energy reached the first peak of 11.46 at the applied stress of 16 Mpa. This observation demonstrated that the acoustic signals with large amplitudes and energy mainly occurred at the stage of crack initiation and propagation. The average energy reached the second peak at the applied stress intensities of 32 Mpa and 24 Mpa under the conditions with or without the effects of seepage, respectively. The values of the average energies at the second peak were smaller than those at the first peak.Figure 11
The average energy-stress curve.The values of the average energies of the signals increased with the increasing of the applied stress until the stress reached the peak at 16 MPa and 24 MPa with and without the effects of seepage. During this period, the natural defects and micropores in the interior of the rock were compacted and the cumulative damage by the applied stress resulted in the microcrack coalescence. With the increasing of the applied stress, the sliding of the microcrack coalescence at the elastic deformation stage occurred, leading to the initial rupture of rock specimens. A large number of the new transverse and longitudinal cracks along the length of the initial crack were produced in the interior of rock, and the average energies reached the greatest. After that, the values of the average energies tended to decrease. At the stresses of 20 MPa and 32 MPa with and without the effects of seepage, catastrophic failure of the specimens occurred and the average energy reached the second peak.


## 3.1. Mechanical Properties

The stress-strain curve of the rock specimens under the uniaxial compression tests with or without the effects of the seepage is obtained and displayed in Figures3 and 4, respectively. Based on the results, elastic modulus and Poisson’s ratio were calculated and the results are summarized in Table 1. It can be seen from the test results that the seepage has significant influences on the mechanical properties of the specimens. For the specimens tested in the pure compression conditions, the average ultimate compression strength was 32.8 MPa, while the average ultimate compression strength of the specimens tested in the conditions with the seepage was around 26.6 MPa, decreased by 23.3% compared to that in the pure compression conditions. The average strain of the specimens under pure compression conditions was 1.63%, while this value was 2.29% with the effects of seepage. The elastic modulus of the specimen in pure compression conditions (20.14 GPa) was around twice of that in the conditions with the seepage (11.62 GPa). Even though the uniaxial compression strength of the specimens varied, the test results remained reasonably consistent and repeatable.Figure 3
The stress-strain curve of the specimens in pure compression tests.Figure 4
The stress-strain curve of the specimens with the seepage.Table 1
The variation of mechanical parameters.
Testing conditions (hydromechanical coupling)Uniaxial compression strength (MPa)Mean value (MPa)Strain (%)Mean value (%)Elastic modulus (GPa)Without36.4332.831.651.6320.1430.781.7131.281.54With26.1626.612.492.2911.6225.522.2528.162.14The differences in the compressive strength and elastic modulus for the rock with or without the effects of seepage may be related to the petrographical and mineralogical properties [32]. The specimens used in this study are characterized as fine-grain and coarser and having soft texture. The structure surface of the specimens contains silicon filling which could be easily affected by the seepage [31]. When the water diffused into the micropores and fissures in the rocks, the external stress may be produced by the pore water pressure, reducing the yield strengths of the rock. Additionally, the diffused water could alter the mineralogical properties of the rocks and formed new water-soluble substances [33]. As a result, the original structure of rock was destroyed and the cementation force between particles was weakened. Under the compression conditions, the reduced connection force between particles of the original structure of rock facilitated the initiation of the microcracks in the rock and resulted in the macroscopic failure of the rock at low stress magnitudes. The failure pattern of the specimens under the effects of the seepage had a creeping tendency. The average deformation of the specimens at the failure time under the effects of seepage was larger than that under pure compression conditions. The low elastic modulus of the specimens under the effects of the seepage confirmed negative effects of water on the mechanical properties of the rock and also suggested that the marble was sensitive to the effects of the seepage.


## 3.2. Failure Patterns

The failure patterns of the specimens under the uniaxial compression tests without or with the effects of the seepage are displayed in Figures5 and 6, respectively. All of the specimens under uniaxial compression showed apparently macroscopic brittle behavior evidenced by the visible spalls and axial failure planes. The dominant failure pattern of the specimen was regarded as axial splitting. However, differences in the failure mechanism of the rock specimens without or with the effects of the seepage were also observed. The specimens tested in pure compression conditions demonstrated strong burst proneness and ruptured into separate pieces, while for the specimens in the conditions with seepage, no burst proneness was observed and the specimens tended to fail along a macroscopic shear failure plane. At the failure time, the specimens did not split into separate pieces.Figure 5
Failure patterns of the specimens under pure uniaxial compression tests.Figure 6
Failure patterns of the specimens under compression tests with the seepage.It is commonly recognized that rock failures were related to the initiation and propagation of microcracks randomly in the rock. The initiation and propagation of microcracks in the rock are influenced by many factors, such as the experimental conditions and the distribution of external loading [34, 35]. The difference in the failure patterns of the specimens without or with the effects of the seepage could account for the negative effects of water on the mechanical properties of rock. Under the pure compression conditions, the failure initially started with the opening of the fissure-based fracture and gradually turned into shear damage when the main crack formed [36, 37]. Due to the high stiffness of the rock, the final rupture showed the characteristics of the sudden catastrophic brittle destruction with strong burst proneness. Under the effects of the seepage, the connection force between particles and the original structure of rock was destroyed. The reduced connection force between particles of the original structure of rock facilitated the initiation of the microcracks in the rock. Microcracks propagated and interacted with each other forming the macroscopic failure planes at the weakest direction rather than raptured into pieces [38–40]. This observation was also consistent with the higher average strain at the failure time compared to that in pure compression. Therefore, the specimens tested in the conditions without or with the effects tend to fail in different patterns with different degrees of burst proneness.


## 3.3. Acoustic Emission Parameters

The characteristics of the measured acoustic signals during the experiments showed similar trends, and one of the detailed AE measurements was presented. The accumulated acoustic activities recorded in the tests with or without seepage are displayed in Figures7 and 8, respectively. The accumulated acoustic activities showed the presence of three stages in the failure process of the rock specimens. At the first stage, there were no significant AE activities until the applied stress was around 24 MPa in the pure compression tests and 14 MPa under the effects of the seepage. After that, an increase of AE activities was observed and it continued to grow progressively until the applied stress reached around 90% of maximum load. When the applied stress reached around 30 MPa and 24 MPa in the condition with and without seepage, the number of the AE activities increased significantly. Generally, under the effects of the seepage, the level of received AE activities were generally high throughout the whole test procedures.Figure 7
Evolution of acoustic activities in pure compression tests.Figure 8
Evolution of acoustic activities under the effects of the seepage.The failure processes of the rock under compression conditions are generally characterized by three stages including compaction and crack initiation, crack propagation, and catastrophic failure. It was suggested that 24 MPa and 14 MPa are corresponding to the stage of compaction and crack initiation with or without seepage, respectively. Due to the existence of natural defects and micropores in the interior of the rock, the specimens were compacted at this stage and no significant AE activities were recorded at this stage. With the increasing of the applied stress intensities, the cumulative damage by the applied stress resulted in the microcrack coalescence within the rock. Once the sliding of the microcrack coalescence occurred, the transverse and longitudinal cracks propagated along the length of the initial crack [38–40]. Therefore, at the stage of crack propagation, the initial rupture of rock occurred producing a large number of new cracks in the interior of rock, and an increasing number of acoustic signals was recorded. The third stage was regarded as the catastrophic failure which corresponded to the applied stress of 30 MPa and 24 MPa with or without seepage. At this stage, the produced new cracks in the interior of rock interacted with each other forming the main fracture at the weakest direction. Once the specimens cannot support the applied loads, catastrophic failure of the rock occurred and the specimens ruptured into pieces, during which significant AE activities were recorded.The main frequency distribution of AE activities under pure compression conditions was analyzed. At the stress intensity of 24 MPa where the crack initiated, the main frequency distribution of the acoustic signal ranged from 0.24 kHz to 36.4 kHz (Figure9(a)). The frequency of the most recorded signal was lower than 10 kHz. The maximum frequency of the recorded signal was 36.4 kHz. When the stress intensity was increased to 30 MPa where the catastrophic failure of the rock occurred, the frequency of the acoustic signal increased dramatically ranging from 0.98 kHz to 77.6 kHz (Figure 9(b)). The proportion of low-frequency components was low, and the frequency of the most recorded signal was higher than 10 kHz. The maximum frequency of the recorded signal was 77.6 kHz which was around twice of that under the stress of 24 Mpa.Figure 9
The main frequency distribution of acoustic signal: (a) 26 MPa; (b) 32 MPa.
(a)
Frequency distribution at 24 MPa (kHz)(b)
Frequency distribution at 30 MPa (kHz)Under the effects of seepage, the frequency distribution of AE activities during the failure process was lower than that in pure compression tests. At the applied stress of 16 Mpa where the crack initiated, the frequency distribution ranged from 0.5 kHz to 16.4 kHz. The frequency distribution of the acoustic transmit signal was wide, and the proportion of frequency components around 10 kHz exceeded 50% (Figure10(a)). At stress intensities of 22 Mpa in which catastrophic failure of the rock occurred, the frequency distribution of the received signals ranged from 2.1 kHz and 17.8 kHz, which was similar with that under the stress of 16 MPa (Figure 10(b)).Figure 10
The main frequency distribution of marble under the effects of seepage.
(a)
Frequency distribution at 16 MPa (kHz)(b)
Frequency distribution at 22 MPa (kHz)It was observed that the main frequency of the acoustic signal was increased with the increasing loads under the pure compression conditions. The maximum frequency of the recorded signal at the stage of catastrophic failure (77.6 kHz) was around twice of that at the stage of crack initiation (36.4 kHz). This significant difference in the main frequency distribution of the acoustic signal at the different failure stages demonstrated the potential correlation between the frequency of acoustic signal and failure status of rock specimens. Compared with the sharp increases of the main frequency of acoustic signal at different stages under pure compression conditions, the main frequency of the received signals is basically stable at different stress levels under the under the effects of seepage.The relationships between the average energy of the recorded acoustic signal and the applied stress intensities were studied (Figure11). The average energy of a single ring is the ratio of energy counting rate to ring counting rate. It was observed that at the applied stress of 24 Mpa under pure compression conditions, the average energies of a single ring reached the first peak at 12.80. Under the effects of seepage, the average energy reached the first peak of 11.46 at the applied stress of 16 Mpa. This observation demonstrated that the acoustic signals with large amplitudes and energy mainly occurred at the stage of crack initiation and propagation. The average energy reached the second peak at the applied stress intensities of 32 Mpa and 24 Mpa under the conditions with or without the effects of seepage, respectively. The values of the average energies at the second peak were smaller than those at the first peak.Figure 11
The average energy-stress curve.The values of the average energies of the signals increased with the increasing of the applied stress until the stress reached the peak at 16 MPa and 24 MPa with and without the effects of seepage. During this period, the natural defects and micropores in the interior of the rock were compacted and the cumulative damage by the applied stress resulted in the microcrack coalescence. With the increasing of the applied stress, the sliding of the microcrack coalescence at the elastic deformation stage occurred, leading to the initial rupture of rock specimens. A large number of the new transverse and longitudinal cracks along the length of the initial crack were produced in the interior of rock, and the average energies reached the greatest. After that, the values of the average energies tended to decrease. At the stresses of 20 MPa and 32 MPa with and without the effects of seepage, catastrophic failure of the specimens occurred and the average energy reached the second peak.


## 4. Discussions

Under the pure compression conditions, the specimens showed the characteristics of the sudden catastrophic brittle destruction with strong burst proneness. The main frequency of the received signal generally increased with the increasing of applied stress intensity. However, under the effects of the seepage, the specimen showed progressive failure mode and has a creeping tendency and the main frequency of the received signals was basically stable at different stress levels. This observation may indicate that the main frequency of acoustic emission during the failure processes is affected not only by the applied stress intensities but also by many other environmental factors that affected the mechanical properties of the rock. With the effects of seepage, the stiffness decreased and the specimens did not show burst proneness. The failure patterns of the specimens showed the characteristics of the gradual destruction with high deformation at the failure time. This observation may account for the relative stable frequency of the received signals which is at different stress levels.The average energies of the recorded signals under the pure compression conditions were generally higher than those under the effects of seepage. Under the effects of seepage, the connection force between particles and the original structure of rock was destroyed, resulting in the specimens failing in a progressive failure mode with a large degree of deformation. Generally, the existence of the seepage could affect the connection force between particles of the original structure of rock through producing the external stress by the pore water pressure and altering the original chemical composition of the rock. The interior of the rock generally contains natural defects within the rock. When the water flows through natural defects within the rocks, the negative and positive ions in the water would redistribute, due to the different interaction mechanisms of the negative and positive ions within the rocks [41]. Negative ions in water are preferentially attracted by the particles in rock which cause intricate alterations in the petrographical, mineralogical, and mechanical properties of rocks [41, 42]. Additionally, the diffusion of the water in the defects could reduce the rock’s antishear strength and the elastic yield limit through producing the external stress by the pore water pressure [42, 43]. As a result, the original structure of rock was destroyed and the cementation force between particles was weakened. The elastic modulus of the specimen in pure compression conditions is around twice of that in the conditions with the seepage. The specimens in the pure compression conditions showed obvious brittle destruction and ruptured into separate pieces with a strong violent burst proneness. Previous researchers described that acoustic signals are generated by the rapid release of localized energy when they are stressed or deformed [26]. The difference of the failure modes as well as the higher elastic modulus of the specimens could account for the higher average energy of the acoustic signals during the failure process under the pure compression conditions.Regardless of the effects of the seepage, the average energy of the signals reached the greatest at the stage of initial rupture rather than the stage of widespread ruptures. The failure of the rock initially started with the opening of the fissure-based fracture and gradually turned into shear damage when the main crack formed [44, 45]. At the stage of the initial rupture of rock specimens, microcracks propagated producing a large number of new cracks in the interior of rock. The produced new cracks interacted with each other forming the main crack and failure planes at the weak directions. AE arises primarily from either the formation of microfractures or the opening, closure, or sliding motion of preexisting fractures [46]. It was suggested that at the time when the new cracks interacted with each other forming the main crack, the acoustic signals with the highest average energy were released at this stage. At the stages of the catastrophic failure, the initiation and propagation of the cracks in the interior of specimens had been basically completed, leading to the lower average energy of the acoustic signals. Additionally, the lower average energy of the acoustic signals at the catastrophic failure stage may cause by the attenuation of signal propagation due to the microfracture network formed by fracture, since using the acoustic emission monitoring to evaluate the stability of rock project is very complex. The highest average energy at the stage of initial rupture of rock, rather than at the stage of widespread rupture, can be useful for the early detection of rock failure at high stress situation.


## 5. Conclusions

A novel-designed compression and seepage testing system associated with the AE testing system was designed and constructed which was capable of simulating the real in situ scenario that the water continually penetrates into the rock. Using the designed testing system, uniaxial compression tests on the specimens under the conditions with or without the effects of seepage were carried out. The results showed that the existence of seepage had direct influences on the mechanical properties and failure patterns of rock. The elastic modulus of the specimen in pure compression conditions was around twice of that in the conditions with the seepage. Under the effects of the seepage, the failure patterns of the specimens had a creeping tendency and tended to fail along a macroscopic shear failure plane, while the specimens tested in pure compression conditions demonstrated strong burst proneness and ruptures into separate pieces. It was identified that the main frequency of the received signal generally increased with the increasing of applied stress intensity under the pure compression, while it was basically stable at different stress levels under the effects of seepage. Regardless of the effects of the seepage, the average energy of the signals reached the greatest at the stage of initial rupture rather than the stage of widespread ruptures which was very important for the early detection of rock failure at high stress situation. The studies undertaken not only provided a controlled environment for the evaluation of rock failure procedures using acoustic emission but also provided meaningful results for the understanding of the influences of seepage on mechanical properties and failure patterns of rocks.



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*Source: 6693920-2020-11-23.xml*