# Experiment and Mechanism Investigation on Freezing-Thawing of Sandstone with Different Water Contents

Authors: Guilei Song; Longxiao Chen; Kesheng Li; Deng Zhang; Junhao Xu; Wenshuo Xu; Chuanxiao Liu; Jinpeng Zhang
Journal: Shock and Vibration
 (2021)

---

## Abstract

Freezing-thawing cycles seriously affect the safety of underground engineering in cold regions. At present, most research studies focus on the effect of number and freezing temperature on freezing-thawing cycles. As another important factor, the mechanism of rock mass water content affecting freezing-thawing is less studied. This paper studied the influence of the water content on mechanical property, microstructure, and acoustic emission characteristics of sandstone. The results indicated that the uniaxial compressive strength (UCS) and elastic modulus (E) of sandstone after 20 freezing-thawing cycles decreased as the water content increased. However, the decreasing rate of UCS gradually decreased, while the decreasing rate of E gradually increased. Furthermore, the empirical formulas of UCS and E about water content were obtained. The porosity and plasticity of sandstone after 20 freezing-thawing cycles increased as the water content increased. The empirical formulas of UCS and E about water content were obtained. The porosity and plasticity of sandstone after 20 freezing-thawing cycles increased as the water content increased. The decreasing trend of UCS with porosity was the same as that of UCS with water content. The failure form of sandstone gradually changed from splitting failure to shear failure. The results of the acoustic emission test showed that the stress-strain curves combined with acoustic emission ring counting could reveal the damage evolution process of sandstone during loading.


---

## Body

## 1. Introduction

In cold regions such as northern China, northwestern Iran, and eastern Turkey, the effects of freezing and thawing are experienced every year, which bring huge challenges to local underground engineering. Rock mass is a kind of natural mineral aggregate, containing certain cracks, pores, gas, water, etc. The temperature change will cause the pore water in rock mass to continuously undergo water-ice phase transition. The frost heaving force caused by volume expansion makes the primary cracks and pores in rock develop continuously, fuse and connect, and then generate new cracks, which destroy the internal microstructure of rock and lead to the continuous deterioration of rock properties [1, 2]. Thus, freezing-thawing is a primary reason for the deterioration of rock properties.Previous research studies have generally shown that freezing-thawing process significantly affects the mechanical parameters of rocks. Mousavi et al. investigated the effect of the freezing-thawing cycles on the mechanical properties of schists and showed that the uniaxial compressive strength (UCS), elastic modulus (E), cohesive force, and internal friction angle were decreased exponentially by increasing the number of freezing-thawing cycles [3, 4]. Jia et al. and Liu et al. investigated the evolution law of frost heaving force of cracks containing ice under freezing-thawing cycles and then revealed the effect mechanism of fatigue freeze-thaw on rock mass structure deterioration [5, 6]. Su et al. and Wang et al. investigated the damage mechanism of rock under freezing-thawing cycles using acoustic emission monitoring technology [7, 8]. Jiang and Zhou et al. revealed the relationship between mechanical properties and microstructure degradation of rock after freezing-thawing cycles [9, 10]. Chen et al. studied the changes in sandstone porosity after freezing-thawing cycles under low confining pressure by mercury intrusion measurement technology and found that the freezing-thawing cycles would greatly increase the large pores and super-large pores in the rock, thereby reducing mechanical properties of rock [11].On the other hand, some scholars have deeply explored its mechanical mechanism by establishing the damage constitutive equation of freeze-thaw stone. Huang et al. deduced the damage constitutive equation of freeze-thaw sandstone under load, which was established based on the assumption that the microunit strength satisfies the Weibull distribution and the maximum-tensile-strain yield criterion [12]. Based on the Lemaitre strain equivalent principle and continuum damage mechanics theory, Lu et al. deduced the damage constitutive equation under freezing-thawing cycles and loading, in which pre-existing cracks, confining pressure, freeze-thaw action, and load were considered, and established the damage model to predict the degradation of triaxial compression strength for single flaw sandstone [13]. These studies had important implications for engineering safety in cold regions. Also, there are many factors that affect the effects of freezing-thawing cycles [14], such as the number and the temperature of freezing-thawing cycles and the hydration conditions during freezing-thawing [15–17]. Water content is also one of the most important factors.Existing studies generally showed that the mechanical properties of rock such as cohesive force, internal friction angle, and uniaxial and triaxial compressive strength decrease with the increase of water content [18–20]. By analyzing the failure characteristics of rocks with different water contents, the researchers found that the increase of water content would increase the total strain of rock, reduce the brittleness, and increase the damage degree [21]. Chen et al. found that when the water content exceeded the critical saturation, the mechanical properties of red sandstone changed significantly and further obtained a model that can predict the damage of red sandstone with different water-bearing states undergoing freezing-thawing cycles [22]. Liu et al. found that the deterioration degree of red sandstone increased rapidly with the increase of freezing-thawing cycle times when the saturation was greater than the critical saturation of 60% [23]. Omari and Walbert et al. found that the critical saturation of rock was not a definite value [24, 25]. Fan et al. studied the effect of mechanical properties of rock with different water-bearing states and proposed the empirical equation of sandstone mechanical behavior [26]. Weng et al. studied the dynamic mechanical properties of rock with different water contents after freeze-thaw cycles [27]. Therefore, water content is an important factor that affects the mechanical properties of rocks. Most of the previous studies which investigated the influence of water content on rock mechanical properties did not consider the freeze-thaw effect. However, rock mass is not saturated and experiences freezing-thawing cycles in the natural state of cold areas. Thus, it is more meaningful to consider the freezing-thawing cycles when studying the effect of different water content on sandstone.The research investigated the mechanical properties, microstructure, and acoustic emission characteristics of sandstone with different water contents of 0%, 0.58%, 1.06%, 1.82%, 2.43%, and 2.80% under 20 freezing-thawing cycles. The test used 20 freezing-thawing cycles to simulate the freezing-thawing cycles experienced by the actual project during the service life. The influences of the water content on deformation and strength characteristics, pore characteristics, and AE ring count of the sandstone under the freezing-thawing cycles were discussed. The research aims to explore how the bearing capacity of tunnel surrounding rock with different water contents changes after several freezing-thawing cycles in cold areas and provide information and suggestions for the maintenance of the tunnel project during its use period.


## 2. Materials and Methods

### 2.1. Sample Preparation

The sandstone was taken from a tunnel engineering in the cold northern part of China. In the laboratory, the large sandstone was made into the cylindrical sample of Φ50◊100 mm through the automatic stone cutter, the core drilling machine, and the double end automatic grinding machine (Figure1). The rock that did not conform to the test specifications, such as macroscopic, stratification, or significant differences, was excluded.Figure 1
(a) SCQ type automatic stone cutter. (b) Core drilling machine. (c) Double end automatic grinding machine.
(a)(b)(c)In order to research the influence of moisture content on the mechanical properties and acoustic emission characteristics of sandstone, the sandstone was divided into six groups. Every group included 3 sandstone samples. To obtain sandstone with different water contents, firstly three samples were placed in a dry oven at 105°C to 110°C for 24 hours, then cooled to room temperature, and finally soaked in water until they were saturated. The sandstone was taken out from water and weighed every 30 minutes. The curve of water content and soaking time of sandstone is shown in Figure2. It could be seen from Figure 2 that the relationship between moisture content and soaking time could be divided into four stages including the rapid growth stage (I), the stable growth stage (II), the deceleration growth stage (III), and the stable water-bearing stage (IV). In order to make the test more rigorous, as many test variables as possible should be selected, so six different moisture contents were selected for this test. In order to make the six kinds of moisture content as evenly distributed as possible and representative, one or two representative soaking times at each stage were chosen to soak the samples to obtain different water content. Then, the average water content of each group of specimens was selected as the final water content. In the test, the sandstone after drying were soaked for 0 min, 30 min, 60 min, 390 min, 900 min, and 1500 min, respectively [28]. The empirical formulas between moisture content and soaking time were obtained, as shown in the following equation:(1)ω=0.042+0.9381−e−0.03t+1.7781−e−0.002t,R2=0.99868,where ω is the water content and t is the soaking time.Figure 2
Fitting curve of the water content of sandstone and soaking time.Firstly, all specimens were dried in the temperature of 105–110°C for 48 hours and then transferred to the dryer and weighed. One group of rock samples after drying was used as standard sample with water content of 0%. The remaining five groups of sandstone were, respectively, soaked into water for 30 min, 60 min, 390 min, 900 min, and 1500 min. After that, the rock samples were taken out, wiped off the surface water, and weighed. The samples with water content of 0.58%, 1.06%, 1.82%, 2.43%, and 2.80% were obtained, as shown in Table1. A typical sample was selected from each group for analysis.Table 1
Relationship between water content of sandstone and soaking time.
Serial numberWT1WT2WT3WT4WT5WT6Soaking time (min)030603909001500Water content (%)00.581.061.822.432.80


### 2.2. Experimental Design

#### 2.2.1. Freeze-Thaw Test

The specimens were frozen and thawed to better simulate the environment in North China. Hence, the specimens firstly were wrapped tightly with plastic wrap and put in a freezer with a temperature of −20°C for 4 hours. Finally, all specimens were moved to a constant water temperature of +20°C for 4 hours according to previous test methods [29]. This meant that each freezing-thawing cycle required about 8 hours. Furthermore, we studied mainly the effect of water content on the mechanism investigation of sandstone under freezing-thawing cycles. Therefore, freezing-thawing cycles times were selected to be 20 according to the corresponding test specification [30].


#### 2.2.2. Uniaxial Compression Test

The conventional uniaxial compression test was performed on six groups of sandstone with different water contents using Saw-2000 microcomputer-controlled electrohydraulic servo rock triaxial pressure testing machine (Figure3(a)). The electrohydraulic servo displacement control method with the displacement rate of 0.002 mm/s was adopted to load the rock sample. The AW21C acoustic emission detector (Figure 3(b)) was used to detect acoustic emission signals during the loading process. The test parameters of the instrument were set, including sampling frequency of 10 MHz, gain of 30 dB, threshold value of 35 dB, impact definition time of 50 μs, impact interval time of 300 μs, and adjusting threshold voltage of 1.0 V.Figure 3
Test equipment. (a) Saw-2000 microcomputer-controlled electrohydraulic servo rock triaxial pressure testing machine. (b) AW21C acoustic emission detector.
(a)(b)


## 2.1. Sample Preparation

The sandstone was taken from a tunnel engineering in the cold northern part of China. In the laboratory, the large sandstone was made into the cylindrical sample of Φ50◊100 mm through the automatic stone cutter, the core drilling machine, and the double end automatic grinding machine (Figure1). The rock that did not conform to the test specifications, such as macroscopic, stratification, or significant differences, was excluded.Figure 1
(a) SCQ type automatic stone cutter. (b) Core drilling machine. (c) Double end automatic grinding machine.
(a)(b)(c)In order to research the influence of moisture content on the mechanical properties and acoustic emission characteristics of sandstone, the sandstone was divided into six groups. Every group included 3 sandstone samples. To obtain sandstone with different water contents, firstly three samples were placed in a dry oven at 105°C to 110°C for 24 hours, then cooled to room temperature, and finally soaked in water until they were saturated. The sandstone was taken out from water and weighed every 30 minutes. The curve of water content and soaking time of sandstone is shown in Figure2. It could be seen from Figure 2 that the relationship between moisture content and soaking time could be divided into four stages including the rapid growth stage (I), the stable growth stage (II), the deceleration growth stage (III), and the stable water-bearing stage (IV). In order to make the test more rigorous, as many test variables as possible should be selected, so six different moisture contents were selected for this test. In order to make the six kinds of moisture content as evenly distributed as possible and representative, one or two representative soaking times at each stage were chosen to soak the samples to obtain different water content. Then, the average water content of each group of specimens was selected as the final water content. In the test, the sandstone after drying were soaked for 0 min, 30 min, 60 min, 390 min, 900 min, and 1500 min, respectively [28]. The empirical formulas between moisture content and soaking time were obtained, as shown in the following equation:(1)ω=0.042+0.9381−e−0.03t+1.7781−e−0.002t,R2=0.99868,where ω is the water content and t is the soaking time.Figure 2
Fitting curve of the water content of sandstone and soaking time.Firstly, all specimens were dried in the temperature of 105–110°C for 48 hours and then transferred to the dryer and weighed. One group of rock samples after drying was used as standard sample with water content of 0%. The remaining five groups of sandstone were, respectively, soaked into water for 30 min, 60 min, 390 min, 900 min, and 1500 min. After that, the rock samples were taken out, wiped off the surface water, and weighed. The samples with water content of 0.58%, 1.06%, 1.82%, 2.43%, and 2.80% were obtained, as shown in Table1. A typical sample was selected from each group for analysis.Table 1
Relationship between water content of sandstone and soaking time.
Serial numberWT1WT2WT3WT4WT5WT6Soaking time (min)030603909001500Water content (%)00.581.061.822.432.80


## 2.2. Experimental Design

### 2.2.1. Freeze-Thaw Test

The specimens were frozen and thawed to better simulate the environment in North China. Hence, the specimens firstly were wrapped tightly with plastic wrap and put in a freezer with a temperature of −20°C for 4 hours. Finally, all specimens were moved to a constant water temperature of +20°C for 4 hours according to previous test methods [29]. This meant that each freezing-thawing cycle required about 8 hours. Furthermore, we studied mainly the effect of water content on the mechanism investigation of sandstone under freezing-thawing cycles. Therefore, freezing-thawing cycles times were selected to be 20 according to the corresponding test specification [30].


### 2.2.2. Uniaxial Compression Test

The conventional uniaxial compression test was performed on six groups of sandstone with different water contents using Saw-2000 microcomputer-controlled electrohydraulic servo rock triaxial pressure testing machine (Figure3(a)). The electrohydraulic servo displacement control method with the displacement rate of 0.002 mm/s was adopted to load the rock sample. The AW21C acoustic emission detector (Figure 3(b)) was used to detect acoustic emission signals during the loading process. The test parameters of the instrument were set, including sampling frequency of 10 MHz, gain of 30 dB, threshold value of 35 dB, impact definition time of 50 μs, impact interval time of 300 μs, and adjusting threshold voltage of 1.0 V.Figure 3
Test equipment. (a) Saw-2000 microcomputer-controlled electrohydraulic servo rock triaxial pressure testing machine. (b) AW21C acoustic emission detector.
(a)(b)


## 2.2.1. Freeze-Thaw Test

The specimens were frozen and thawed to better simulate the environment in North China. Hence, the specimens firstly were wrapped tightly with plastic wrap and put in a freezer with a temperature of −20°C for 4 hours. Finally, all specimens were moved to a constant water temperature of +20°C for 4 hours according to previous test methods [29]. This meant that each freezing-thawing cycle required about 8 hours. Furthermore, we studied mainly the effect of water content on the mechanism investigation of sandstone under freezing-thawing cycles. Therefore, freezing-thawing cycles times were selected to be 20 according to the corresponding test specification [30].


## 2.2.2. Uniaxial Compression Test

The conventional uniaxial compression test was performed on six groups of sandstone with different water contents using Saw-2000 microcomputer-controlled electrohydraulic servo rock triaxial pressure testing machine (Figure3(a)). The electrohydraulic servo displacement control method with the displacement rate of 0.002 mm/s was adopted to load the rock sample. The AW21C acoustic emission detector (Figure 3(b)) was used to detect acoustic emission signals during the loading process. The test parameters of the instrument were set, including sampling frequency of 10 MHz, gain of 30 dB, threshold value of 35 dB, impact definition time of 50 μs, impact interval time of 300 μs, and adjusting threshold voltage of 1.0 V.Figure 3
Test equipment. (a) Saw-2000 microcomputer-controlled electrohydraulic servo rock triaxial pressure testing machine. (b) AW21C acoustic emission detector.
(a)(b)


## 3. Mechanical Property Analysis

### 3.1. Stress-Strain Curve Analysis

The stress-strain curves obtained by the uniaxial compression test were firstly studied as shown in Figure4. The stress-strain curves were roughly divided into four typical stages, specifically the initial compaction stage, the elastic deformation stage, the plastic deformation stage, and the failure stage.Figure 4
The stress-strain curves of sandstone with diffident water contents.
(a)(b)(c)(d)(e)(f)At the initial compaction stage, the stress-strain curves showed a nonlinear concave shape, where the nonlinear deformation increased as the water content increased. This indicated that the higher the moisture content of sandstone, the higher the porosity. After 20 freezing-thawing cycles, the original cracks of all sandstones were constantly damaged and bred into new cracks under the effect of water-rock action and frost heaving pressure. The higher the water content, the higher the porosity, which also led to the greater deformation of the sandstone at this stage. At the elastic deformation stage, the relationship between stress and strain was linear. The slope of the straight line decreased as the water content increased. It meant that the elastic modulus decreased as the water content increased. At the plastic deformation stage, an increasing number of microfractures were generated as the load increased, causing the samples to gradually enter an unstable state. Finally, the microfractures were transferred to macrofractures. The plastic deformation rate was gradually accelerated at this stage. When the maximum stress was reached, the specimen failed. At the failure stage, the stress decreased rapidly.


### 3.2. UCS Analysis

In this section, UCS of the sandstones with different moisture content was studied. The results showed that the UCS of sandstone decreased as the moisture content increased. The rate of decrease gradually reduced, indicating that the deterioration rate of sandstone decreased. Moreover, the decrease rate of UCS was the fastest at the early stage as the water content increased. The UCS decreased by 12.99% from 82.39 MPa to 71.69 MPa when the water content increased by 0.58% from 0 [28]. The UCS decreased by 37.31% when the water content increased by 2.80% from 0.Coefficient (R2) was used to characterize the correlation between the fitting formula and the original data. The closer R2 was to 1, the better the fitting effect. The exponential function produces the highest R in the linear, exponential, and polynomial fitting relationships (Table 2), so it was used to describe the relationship between UCS and water content (Figure 5). The function is shown in the following equation:(2)UCSω=42.84+38.79×0.63ω.Table 2
The function andR2 used to fit UCS and ω.
Fitting functionR2Polynomial fit0.96945Linear fit0.95134Exponential fit0.97439Figure 5
Relationship between UCS andω.


### 3.3. Elastic Modulus Analysis

The fitting curve of elastic modulus (E) is demonstrated in Figure 6. It could be seen that the value of E also decreased as the water content increased. However, the decrease rate of E was gradually increasing, which was different from UCS. E decreased by 7.6% from 11.21 GPa to 10.33 GPa when the water content increased by 2.80% from 2.43%. E decreased by 25.05% from 13.78 GPa to 10.33 GPa when the water content increased by 2.80% from 0. E of the sandstone with the water content of 2.80% decreased by 25.05% compared with sandstone with 0 water content.Figure 6
Relationship between E andω.In this section,R2 of various fitting equations is shown in Table 3. It could be seen that R2 of the polynomial fitting curve was the highest, 0.98509, so the polynomial equation was used to fit the relationship between E and ω. As a result, the polynomial function was expressed by(3)Eω=−0.177ω2−0.653ω+13.697.Table 3
The function andR2 used to fit E and ω.
Fitting functionR2Polynomial fit0.98622Linear fit0.97206Exponential fit0.97201


### 3.4. Mechanism Analysis

Figure7 shows the scanning electron microscopy (SEM) images of sandstone with different moisture contents under 20 freezing-thawing cycles. It could be seen that the number of micropores and microcracks in samples was increasing with the increase of moisture content. In order to obtain the relationship between moisture content and porosity more accurately, the SEM images were binarized by ImageJ software, as shown in Figure 8 and Table 4. Compared with the completely dry samples, the porosity of fully saturated sandstone increased significantly, from 3.56% to 10.36%. Then, the fitting curve of UCS and porosity was obtained, as shown in Figure 9. It could be seen that the decreasing trend of UCS with porosity was basically the same as that of UCS with moisture content. This was mainly manifested as water dissolving the cement between the particles, reducing the cohesive force and losing the internal structure. On the other hand, the volume expands by about 9% when the water-ice phase transition occurs, and the resulting frost heave pressure causes the continuous development of the original fractures in the samples, forming new fractures. So, the porosity of the sandstone increased after freezing-thawing cycles as the moisture content increased, which in turn reduced the mechanical properties. Through further analysis, the following reasons for sandstone destruction were obtained. The first reason was that the internal cementation and mineral ions were lost due to water-rock reaction, which reduced the internal compactness. Secondly, freezing-thawing cycles caused irregular deformation of sandstone internal structure, which led to fatigue damage of sandstone. Finally, holes and cracks appeared in the weak layers such as the interface and cementation inside the sandstone due to the frost swelling pressure caused by water freezing. Moreover, these damages continued to be developed and deteriorated, leading to the change of mechanical properties of sandstone [31].Figure 7
SEM images of sandstone with different water contents (magnifying 200 times). (a)ω = 0%. (b) ω = 0.57%. (c) ω = 1.06%. (d) ω = 1.82%. (e) ω = 2.43. (f) ω = 2.80%.
(a)(b)(c)(d)(e)(f)Figure 8
Binary images. (a)ω = 0%. (b) ω = 0.57%. (c) ω = 1.06%. (d) ω = 1.82%. (e) ω = 2.43. (f) ω = 2.80%.
(a)(b)(c)(d)(e)(f)Table 4
Relationship between water content and porosity.
Water content (%)00.581.061.822.432.80Porosity (%)3.564.956.546.778.2310.36Figure 9
Relationship between UCS and porosity.


## 3.1. Stress-Strain Curve Analysis

The stress-strain curves obtained by the uniaxial compression test were firstly studied as shown in Figure4. The stress-strain curves were roughly divided into four typical stages, specifically the initial compaction stage, the elastic deformation stage, the plastic deformation stage, and the failure stage.Figure 4
The stress-strain curves of sandstone with diffident water contents.
(a)(b)(c)(d)(e)(f)At the initial compaction stage, the stress-strain curves showed a nonlinear concave shape, where the nonlinear deformation increased as the water content increased. This indicated that the higher the moisture content of sandstone, the higher the porosity. After 20 freezing-thawing cycles, the original cracks of all sandstones were constantly damaged and bred into new cracks under the effect of water-rock action and frost heaving pressure. The higher the water content, the higher the porosity, which also led to the greater deformation of the sandstone at this stage. At the elastic deformation stage, the relationship between stress and strain was linear. The slope of the straight line decreased as the water content increased. It meant that the elastic modulus decreased as the water content increased. At the plastic deformation stage, an increasing number of microfractures were generated as the load increased, causing the samples to gradually enter an unstable state. Finally, the microfractures were transferred to macrofractures. The plastic deformation rate was gradually accelerated at this stage. When the maximum stress was reached, the specimen failed. At the failure stage, the stress decreased rapidly.


## 3.2. UCS Analysis

In this section, UCS of the sandstones with different moisture content was studied. The results showed that the UCS of sandstone decreased as the moisture content increased. The rate of decrease gradually reduced, indicating that the deterioration rate of sandstone decreased. Moreover, the decrease rate of UCS was the fastest at the early stage as the water content increased. The UCS decreased by 12.99% from 82.39 MPa to 71.69 MPa when the water content increased by 0.58% from 0 [28]. The UCS decreased by 37.31% when the water content increased by 2.80% from 0.Coefficient (R2) was used to characterize the correlation between the fitting formula and the original data. The closer R2 was to 1, the better the fitting effect. The exponential function produces the highest R in the linear, exponential, and polynomial fitting relationships (Table 2), so it was used to describe the relationship between UCS and water content (Figure 5). The function is shown in the following equation:(2)UCSω=42.84+38.79×0.63ω.Table 2
The function andR2 used to fit UCS and ω.
Fitting functionR2Polynomial fit0.96945Linear fit0.95134Exponential fit0.97439Figure 5
Relationship between UCS andω.


## 3.3. Elastic Modulus Analysis

The fitting curve of elastic modulus (E) is demonstrated in Figure 6. It could be seen that the value of E also decreased as the water content increased. However, the decrease rate of E was gradually increasing, which was different from UCS. E decreased by 7.6% from 11.21 GPa to 10.33 GPa when the water content increased by 2.80% from 2.43%. E decreased by 25.05% from 13.78 GPa to 10.33 GPa when the water content increased by 2.80% from 0. E of the sandstone with the water content of 2.80% decreased by 25.05% compared with sandstone with 0 water content.Figure 6
Relationship between E andω.In this section,R2 of various fitting equations is shown in Table 3. It could be seen that R2 of the polynomial fitting curve was the highest, 0.98509, so the polynomial equation was used to fit the relationship between E and ω. As a result, the polynomial function was expressed by(3)Eω=−0.177ω2−0.653ω+13.697.Table 3
The function andR2 used to fit E and ω.
Fitting functionR2Polynomial fit0.98622Linear fit0.97206Exponential fit0.97201


## 3.4. Mechanism Analysis

Figure7 shows the scanning electron microscopy (SEM) images of sandstone with different moisture contents under 20 freezing-thawing cycles. It could be seen that the number of micropores and microcracks in samples was increasing with the increase of moisture content. In order to obtain the relationship between moisture content and porosity more accurately, the SEM images were binarized by ImageJ software, as shown in Figure 8 and Table 4. Compared with the completely dry samples, the porosity of fully saturated sandstone increased significantly, from 3.56% to 10.36%. Then, the fitting curve of UCS and porosity was obtained, as shown in Figure 9. It could be seen that the decreasing trend of UCS with porosity was basically the same as that of UCS with moisture content. This was mainly manifested as water dissolving the cement between the particles, reducing the cohesive force and losing the internal structure. On the other hand, the volume expands by about 9% when the water-ice phase transition occurs, and the resulting frost heave pressure causes the continuous development of the original fractures in the samples, forming new fractures. So, the porosity of the sandstone increased after freezing-thawing cycles as the moisture content increased, which in turn reduced the mechanical properties. Through further analysis, the following reasons for sandstone destruction were obtained. The first reason was that the internal cementation and mineral ions were lost due to water-rock reaction, which reduced the internal compactness. Secondly, freezing-thawing cycles caused irregular deformation of sandstone internal structure, which led to fatigue damage of sandstone. Finally, holes and cracks appeared in the weak layers such as the interface and cementation inside the sandstone due to the frost swelling pressure caused by water freezing. Moreover, these damages continued to be developed and deteriorated, leading to the change of mechanical properties of sandstone [31].Figure 7
SEM images of sandstone with different water contents (magnifying 200 times). (a)ω = 0%. (b) ω = 0.57%. (c) ω = 1.06%. (d) ω = 1.82%. (e) ω = 2.43. (f) ω = 2.80%.
(a)(b)(c)(d)(e)(f)Figure 8
Binary images. (a)ω = 0%. (b) ω = 0.57%. (c) ω = 1.06%. (d) ω = 1.82%. (e) ω = 2.43. (f) ω = 2.80%.
(a)(b)(c)(d)(e)(f)Table 4
Relationship between water content and porosity.
Water content (%)00.581.061.822.432.80Porosity (%)3.564.956.546.778.2310.36Figure 9
Relationship between UCS and porosity.


## 4. Analysis of Failure Characteristics

The failure form of the sandstone with different water contents is shown in Figure10. The failure modes of sandstone were mainly splitting failure and shear failure. The failure mode of sandstone with low water content was mainly splitting failure. These sandstones had high UCS and brittleness, so the applied load during uniaxial compression test was correspondingly higher, resulting in larger hoop stress. However, the tensile strength of sandstone was weak, and the failure form of sandstone was splitting failure due to the hoop stress. The failure form changed gradually to shear failure as the water content increased. Jiang et al. found through research that the lower the water content, the lower the plasticity of the rock. In other words, the plasticity of the rock increased gradually as the water content increased [32]. The cracks produced in the plastic deformation stage were mainly shear cracks [21], so the failure form of the sandstone was gradually transitioned to shear failure.Figure 10
Failure form of sandstone with different water contents. (a)ω = 0%. (b) ω = 0.57%. (c) ω = 1.06%. (d) ω = 1.82%. (e) ω = 2.43. (f) ω = 2.80%.
(a)(b)(c)(d)(e)(f)


## 5. Analysis of Acoustic Emission Characteristics

Acoustic emission (AE) activities of rock are mainly caused by the generation, expansion, and fracture of cracks inside the rock and can reveal the damage of the rock [33]. The acoustic emission information of compressed rock contains abundant precursor information of rock failure, which is of great significance for predicting the damage process of rock [34].The number of oscillations of the signal exceeding the threshold is named AE ringing count. The variation of ringing count-stress with time is shown in Figure11. It could be seen that the ringing count of sandstone with different water content showed the same rule with time. At the initial stage of loading, specimens were in the initial compaction stage and elastic stage. The original cracks existing in the samples were compacted and closed. Elastic distortion occurred in the sandstone, and fewer new cracks were generated, so there were fewer AE events. After entering the plastic deformation stage, the cracks began to produce, propagate, and break through. The elastic energy accumulated in the compaction stage and elastic stage could be released rapidly. AE events increase, and the ringing count was several times that of the previous two stages. As the loading continues, the cracks and pores in the specimen continued to expand and connect and then changed into macroscopic cracks. Eventually, the specimen was destroyed. AE events increased rapidly and the ringing count reached the maximum. It could be seen that before the failure of the specimen, the AE events have increased significantly, and when there was a stress drop, the AE events suddenly increased, which played an important role in predicting rock failure.Figure 11
Relation of ringing count-stress with time. (a)ω = 0%. (b) ω = 0.57%. (c) ω = 1.06%. (d) ω = 1.82%. (e) ω = 2.43%. (f) ω = 2.80%.
(a)(b)(c)(d)(e)(f)As the result, under the 20 freezing-thawing cycles, the ringing count did not show an obvious change rule as the water content increased. The reason for this phenomenon may be as follows: intergranular connection is weakened by hydration of clay minerals and water dissolution of soluble minerals within sandstone. Thus, the energy needed for sandstone specimen failure is reduced. As a result, acoustic emission activity and ringing count of sandstone should decrease with the increase of water content [22, 34–37]. In addition, freeze-thaw cycles can increase the acoustic emission activity of rocks in the loading stage [7, 8]. Moreover, under the same freezing-thawing cycle times, as the water content increased, the more obvious the freeze-thaw effect, the greater the damage inside the samples. The AE activity of sandstone should also be enhanced. Therefore, under the influence of freezing-thawing cycles and water content and different crack development of specimens themselves, the law of ringing count was not obvious.


## 6. Discussion

The cracks in the original rock seriously affect its mechanical properties, which in turn may affect the safety of the project. Obviously the greater the porosity of the rock, the worse its bearing capacity. The water content has a significant impact on the porosity and mechanical properties of rock under the freezing-thawing cycles. In this study, the impact of different water contents on the mechanical properties and failure mechanism of sandstone after freezing-thawing cycles was investigated, providing information and suggestions for the engineering safety in cold regions.Previous studies have shown that UCS of sandstone without the freezing-thawing cycle decreases linearly as the water content increased [18, 38, 39]. This was different from the experimental results of our experiment. The paper showed that when the water content was less than 1.06%, the UCS of sandstone had dropped substantially. Then, the declining rate of the UCS slowed down as the water content continued to increase. The reason for this phenomenon may be that the freezing-thawing cycles promote the lubrication and bonding weakening influence of water content on sandstone, which makes the migration of adsorption film on the surface of clay particles contained in sandstone and the slip between particles easier. Our experimental results were consistent with those obtained by scholars such as Liu et al. [23]. In addition, this test also used microscopic tests to combine the effects of freezing-thawing cycles, water content, and porosity. It was found that after freezing and thawing, the higher the water content of sandstone, the greater the porosity, which in turn led to the decline of its mechanical properties. In addition, this test also used microscopic tests to combine the effects of freezing-thawing cycles, water content, and porosity on sandstone. It was found that the higher the water content of sandstone after freezing and thawing, the greater the porosity, which in turn led to the decline of its mechanical properties.In actual engineering, the rock mass usually bears three-dimensional load for a long time, rather than simply bearing the load in one direction. Future work should simulate the environment of the project site more realistically through triaxial compression test and creep test, further exploring the influence of freezing-thawing cycle times and water content on the creep characteristics of rock mass under long-term load.


## 7. Conclusion

(1)
The stress-strain curves of sandstone with different water contents were roughly the same, mainly including the initial compaction stage, the elastic deformation stage, the plastic deformation stage, and the failure stage. However, the UCS andE of the sandstone decreased as the water content increased. The UCS and E decreased, respectively, by 37.31% and 25.05% when the water content increased by 2.80% from 0. The empirical equations used to describe the UCS and water content of sandstone, E, and water content were proposed.(2)
The SEM results showed that the number of micropores and microcracks in sandstone was increasing as the water content increased, leading to a gradual increase in plasticity. The porosity of dry sandstone to fully saturated sandstone was obtained by binarizing the SEM images, which increased from 3.56% to 10.36%. By analyzing the change law of UCS with water content and porosity, it was found that increasing water content led to increase in the porosity of sandstone under the freezing-thawing cycles. The increase in porosity was an important reason for the decline in the mechanical properties of sandstone. Additionally, the macroscopic failure form changed from splitting failure to shear failure.(3)
The AE ring count of sandstones with different water content varied roughly the same with time, showing that the ring count was small in the initial compaction and elastic stage, increased rapidly in the plastic deformation stage, and reached the maximum value in the failure stage. Various factors, such as water content, freezing-thawing cycles, and original cracks of the specimen, caused the relationship between AE ring count and water content to be insignificant.



---

*Source: 2280348-2021-11-15.xml*