# Damage Features of Altered Rock Subjected to Drying-Wetting Cycles

Authors: Zhe Qin; Xuxin Chen; Houli Fu
Journal: Advances in Civil Engineering
 (2018)

---

## Abstract

An abandoned open pit was used as a tailing pond for a concentrating mill, with the height of the water surface subject to cyclic fluctuation. The effects of drying and wetting cycles on the mechanical parameters of pit rock were tested. Interactions of the hydrochemical environment, due to the dissolution of tailings, and drying and wetting cycles caused degradation of mechanical properties in the rock. It was found that uniaxial compressive strength and elastic modulus decreased as the number of dry/wet cycles increased. The quantitative relationship between the mechanical parameters and the number of dry/wet cycles was indicated by an exponential function. In addition to uniaxial testing, cohesion and the internal friction angle were determined through triaxial testing. The shear strength index deteriorated under the drying and wetting cycles. The hydrochemical environment also negatively affected the mechanical parameters. Potential effects between drying and wetting cycles and slope displacement were analyzed by on-site monitoring. The results show that the displacement increased because of the drying and wetting cycles, which may lead to sudden failure of the slope.


---

## Body

## 1. Introduction

Altered rock emerged in the process of gold mineralization due to volcanic hydrothermals in earth’s deep interior. An abandoned open pit conducted as a tailing pond for a concentrating mill was studied. Tailing ponds are important facilities for storing tailings and clarified water. The water level in the tailing ponds was affected by abandoned tailing emissions and clarified water extraction [1–5]. The negative influence on the stability of the open pit slope was caused by drying and wetting cycles on the altered rock. Many valuable achievements about the influence of drying and wetting cycles to various rocks have been studied by domestic and foreign researchers. Liu and Deng et al. [6, 7] examined the deterioration laws of sandstone under water-rock interaction, including the changes of compressive strength and rheological properties; Hua et al. [8] studied the fracture toughness of sandstone subjected to cyclic wetting and drying; the swelling behavior of volcanic rocks or mudstone and stabilized expansive soils has been studied by Vergara et al., Doostmohammadi et al., and Rao et al., respectively [9–11]; the effects of acid rain on the mechanical properties and the stability of reservoir slope slump under the condition of acid rain were examined by Liu et al. [12–14]; Zhao et al. [15] have investigated the change laws of tensile strength of sandstone with low clay mineral content; Liu et al. [16] have studied the crack growth mechanism, especially subcritical crack under water-rock interaction; and Saleh-Mbemba et al. [17] examined the water retention of tailings behavior. As for altered rock, the hydromechanical properties of altered rock have been analyzed by Wang et al. [18], and Kohno et al. and Chen et al. [19, 20] have studied the relations between point load strength index and UCS (uniaxial compressive strength) of hydrothermally altered soft rock.However, at present, investigations on the influence of drying and wetting cycles on the mechanical properties of altered rock are deficient. The purpose of this paper is to perform laboratory tests to explore the effects on the strength and discuss the quantitative relationships between the mechanical parameters and the number of cycles. This paper also provides a theoretical basis for the analysis of the stability of open pit slopes subjected to water-rock interaction.


## 2. Engineering Geology and Experimental Methods

### 2.1. Engineering Geology

One of the largest opencast gold mines in China, the Cangshang gold mine, lies in Yantai City, Shandong province. A panorama of the pit is shown in Figure1.Figure 1
Open pit panorama.The gold deposits at the San Shandao–Canshang fault zone and is a typical altered rock gold deposit. Beresitization granoclastic and beresitization granite are the typical altered rocks. The engineering characteristics of these rocks are shown in Table1.Table 1
List of the geological characteristics of the rock engineering.
Sample
Texture and structure
Alteration, crashing ratio
Beresitization granoclastic
Granite blast fragmentation massive structures
Sericite-heavier, fragmentation level heavy
Beresitization granite
Granite blast texture block structure
Sericite-lighter, fragmentation level light


### 2.2. Hydrochemical Environment

Samples of pit water and groundwater were acquired. Hydrochemical results are shown in Table2. The main anions in the aqueous solution are Cl−, SO42−, and HCO3−, and the main cations are Na+, Ca2+, Mg2+, Fe3+, and K+. The aqueous solution was significantly acidic.Table 2
The analysis of solution pH in groundwater.
Sample
Anions (mg/L)
Cations (mg/L)
pH
Cl−
SO42−
HCO3−
Na+
Ca2+
Mg2+
Fe3+
K+
Sy-1
13955.09
1910.85
266.11
7693.67
877.41
433.46
225.11
100.41
7.05
Sy-2
11462.34
1581.51
121.47
6236.54
926.54
956.65
372.46
151.24
7.14
Sy-3
15874.53
2047.81
158.03
8203.55
699.03
576.41
207.58
139.42
6.11
Sy-4
16469.54
1142.50
103.55
5779.03
955.68
395.45
469.57
121.41
5.84
Sy-5
19821.47
2237.41
236.47
9476.53
474.57
672.47
201.17
169.85
5.31
Sy-6
21400.51
2478.56
369.58
10034.12
399.85
525.17
187.49
99.47
4.55
Sy-7
18477.16
1569.44
294.87
8966.52
541.21
469.54
233.51
106.17
6.21
Sy-8
20414.52
1966.72
306.22
9794.12
472.34
983.27
200.03
101.17
5.01


### 2.3. Experimental Methods

#### 2.3.1. Experiment Preparation

Specimens of altered rock were obtained from the slope of the Cangshang pit. Standard cylindrical samples (50 mm diameter × 100 mm length) were obtained through core drilling and sawing, and ends of the samples were ground to flatness of less than 0.05 mm. Figure2 shows the preparation of rock samples.Figure 2
Preparation of rock samples.To simulate the acidic conditions of the tailing bank slope, hydrogen chloride solutions with other chemical reagents were prepared with the pH values of 2, 4, and 7 in the laboratory. The rock samples were subjected to 1, 5, 8, 15, and 20 drying and wetting cycles in different hydrochemical environments. The test design is shown in Figure3.Figure 3
Test design.The hydrochloric acid solutions were used to simulate acidic environments with the pH values of 2 and 4. Distilled water was used to simulate the neutral environment. To avoid the volatilization of the liquid in the test, the pH of the solution was measured once per hour to ensure that the solution pH is stable.


#### 2.3.2. Test of Rock Moisture Content

The test procedure for the rock moisture content is shown in Figure4. The immersion time in the experiment was determined by measuring the moisture content for different immersion time (0, 6, 12, 24, and 48 h).Figure 4
Test procedure of the moisture content.Drying and cooling were repeated until the specimen had constant weight; that is, the relative difference between two weights over 12 h was less than 0.1%. The moisture content of different immersion conditions was computed according to the following equation:(1)ω=M1M2−1×100%,where ω is the moisture content, M1 is the sample mass before drying, and M2 is the sample mass after drying.The results of the moisture content test are shown in Figure5. The moisture content of rock increased by 0.03%–0.04% after immersion for 48 h compared with that of immersion for 24 h, and the moisture content tended to be saturated after immersion for 24 hours. A drying and wetting cycle consisted of freely submerging the specimen in water until it was saturated, then placing it into a 105°C oven for 12 hours, and then cooling it to room temperature.Figure 5
Test curve of the moisture content.


## 2.1. Engineering Geology

One of the largest opencast gold mines in China, the Cangshang gold mine, lies in Yantai City, Shandong province. A panorama of the pit is shown in Figure1.Figure 1
Open pit panorama.The gold deposits at the San Shandao–Canshang fault zone and is a typical altered rock gold deposit. Beresitization granoclastic and beresitization granite are the typical altered rocks. The engineering characteristics of these rocks are shown in Table1.Table 1
List of the geological characteristics of the rock engineering.
Sample
Texture and structure
Alteration, crashing ratio
Beresitization granoclastic
Granite blast fragmentation massive structures
Sericite-heavier, fragmentation level heavy
Beresitization granite
Granite blast texture block structure
Sericite-lighter, fragmentation level light


## 2.2. Hydrochemical Environment

Samples of pit water and groundwater were acquired. Hydrochemical results are shown in Table2. The main anions in the aqueous solution are Cl−, SO42−, and HCO3−, and the main cations are Na+, Ca2+, Mg2+, Fe3+, and K+. The aqueous solution was significantly acidic.Table 2
The analysis of solution pH in groundwater.
Sample
Anions (mg/L)
Cations (mg/L)
pH
Cl−
SO42−
HCO3−
Na+
Ca2+
Mg2+
Fe3+
K+
Sy-1
13955.09
1910.85
266.11
7693.67
877.41
433.46
225.11
100.41
7.05
Sy-2
11462.34
1581.51
121.47
6236.54
926.54
956.65
372.46
151.24
7.14
Sy-3
15874.53
2047.81
158.03
8203.55
699.03
576.41
207.58
139.42
6.11
Sy-4
16469.54
1142.50
103.55
5779.03
955.68
395.45
469.57
121.41
5.84
Sy-5
19821.47
2237.41
236.47
9476.53
474.57
672.47
201.17
169.85
5.31
Sy-6
21400.51
2478.56
369.58
10034.12
399.85
525.17
187.49
99.47
4.55
Sy-7
18477.16
1569.44
294.87
8966.52
541.21
469.54
233.51
106.17
6.21
Sy-8
20414.52
1966.72
306.22
9794.12
472.34
983.27
200.03
101.17
5.01


## 2.3. Experimental Methods

### 2.3.1. Experiment Preparation

Specimens of altered rock were obtained from the slope of the Cangshang pit. Standard cylindrical samples (50 mm diameter × 100 mm length) were obtained through core drilling and sawing, and ends of the samples were ground to flatness of less than 0.05 mm. Figure2 shows the preparation of rock samples.Figure 2
Preparation of rock samples.To simulate the acidic conditions of the tailing bank slope, hydrogen chloride solutions with other chemical reagents were prepared with the pH values of 2, 4, and 7 in the laboratory. The rock samples were subjected to 1, 5, 8, 15, and 20 drying and wetting cycles in different hydrochemical environments. The test design is shown in Figure3.Figure 3
Test design.The hydrochloric acid solutions were used to simulate acidic environments with the pH values of 2 and 4. Distilled water was used to simulate the neutral environment. To avoid the volatilization of the liquid in the test, the pH of the solution was measured once per hour to ensure that the solution pH is stable.


### 2.3.2. Test of Rock Moisture Content

The test procedure for the rock moisture content is shown in Figure4. The immersion time in the experiment was determined by measuring the moisture content for different immersion time (0, 6, 12, 24, and 48 h).Figure 4
Test procedure of the moisture content.Drying and cooling were repeated until the specimen had constant weight; that is, the relative difference between two weights over 12 h was less than 0.1%. The moisture content of different immersion conditions was computed according to the following equation:(1)ω=M1M2−1×100%,where ω is the moisture content, M1 is the sample mass before drying, and M2 is the sample mass after drying.The results of the moisture content test are shown in Figure5. The moisture content of rock increased by 0.03%–0.04% after immersion for 48 h compared with that of immersion for 24 h, and the moisture content tended to be saturated after immersion for 24 hours. A drying and wetting cycle consisted of freely submerging the specimen in water until it was saturated, then placing it into a 105°C oven for 12 hours, and then cooling it to room temperature.Figure 5
Test curve of the moisture content.


## 2.3.1. Experiment Preparation

Specimens of altered rock were obtained from the slope of the Cangshang pit. Standard cylindrical samples (50 mm diameter × 100 mm length) were obtained through core drilling and sawing, and ends of the samples were ground to flatness of less than 0.05 mm. Figure2 shows the preparation of rock samples.Figure 2
Preparation of rock samples.To simulate the acidic conditions of the tailing bank slope, hydrogen chloride solutions with other chemical reagents were prepared with the pH values of 2, 4, and 7 in the laboratory. The rock samples were subjected to 1, 5, 8, 15, and 20 drying and wetting cycles in different hydrochemical environments. The test design is shown in Figure3.Figure 3
Test design.The hydrochloric acid solutions were used to simulate acidic environments with the pH values of 2 and 4. Distilled water was used to simulate the neutral environment. To avoid the volatilization of the liquid in the test, the pH of the solution was measured once per hour to ensure that the solution pH is stable.


## 2.3.2. Test of Rock Moisture Content

The test procedure for the rock moisture content is shown in Figure4. The immersion time in the experiment was determined by measuring the moisture content for different immersion time (0, 6, 12, 24, and 48 h).Figure 4
Test procedure of the moisture content.Drying and cooling were repeated until the specimen had constant weight; that is, the relative difference between two weights over 12 h was less than 0.1%. The moisture content of different immersion conditions was computed according to the following equation:(1)ω=M1M2−1×100%,where ω is the moisture content, M1 is the sample mass before drying, and M2 is the sample mass after drying.The results of the moisture content test are shown in Figure5. The moisture content of rock increased by 0.03%–0.04% after immersion for 48 h compared with that of immersion for 24 h, and the moisture content tended to be saturated after immersion for 24 hours. A drying and wetting cycle consisted of freely submerging the specimen in water until it was saturated, then placing it into a 105°C oven for 12 hours, and then cooling it to room temperature.Figure 5
Test curve of the moisture content.


## 3. Results and Analysis

### 3.1. Uniaxial Compression Test

An RLJW-2000 computer-controlled rock servo triaxial and shearing compression testing machine was used to test the cylindrical samples (Figures6 and 7).Figure 6
Sample and test equipment of compression.
(a)
(b)Figure 7
The fitting relationship between mechanics parameters and cycles. (a) Beresitization granoclastic. (b) Beresitization granite.
(a)
(b)Strength and elastic modulus of altered rock were obtained through uniaxial compression tests, and the test results are shown in Table3.Table 3
Uniaxial compression test of the altered rock.
Rock
Cycles
Peak strength (MPa)
Elastic modulus (GPa)
2
4
7
2
4
7
Beresitization granoclastic
0
69.53
69.53
69.53
16.75
16.75
16.75
1
62.74
63.51
65.21
13.47
14.13
15.22
5
58.79
59.13
61.43
11.03
12.27
13.41
8
54.02
55.39
57.47
9.78
10.17
11.48
15
50.34
51.77
53.23
8.96
9.46
10.22
20
46.21
48.97
50.12
6.55
7.47
8.94
Beresitization granite
0
50.67
50.67
50.67
16.66
16.66
16.66
1
40.96
43.21
45.37
11.78
13.11
14.04
5
37.19
39.23
41.08
9.02
10.85
12.34
8
35.22
37.43
39.88
7.11
8.74
10.09
15
33.47
35.13
37.57
5.85
7.66
9.56
20
31.52
33.46
35.69
4.32
5.34
7.14As the number of drying and wetting cycles increased, the values of peak strength and elastic modulus gradually decreased. After one dry/wet cycle at pH = 2, the values of peak strength and elastic modulus of beresitization granoclastic and beresitization granite decreased by 10.15%, 19.58% and 19.16%, 21.31%, respectively. After 20 cycles, the peak strength and elastic modulus decreased to 66.46%, 39.11% and 62.21%, 25.93%, respectively, of natural rock. Both beresitization granoclastic and beresitization granite presented the most serious damage at pH = 2 and 20 drying and wetting cycles.The values of peak strength and elastic modulus were fitted by a curve. The fitting results are shown in Table4.(2)y=aexp−nb+c,where a, b, and c are fitting parameters and n is the number of drying and wetting cycles.Table 4
The fitting expression between mechanics parameters and cycles.
Rock
pH
Peak strength (MPa)
R
2
Elastic modulus (GPa)
R
2
Beresitization granoclastic
2
y
=
23.51
⁡
exp
−
n
/
9.71
+
44.09
0.936
y
=
8.79
⁡
exp
−
n
/
6.39
+
7.08
0.900
4
y
=
20.03
⁡
exp
−
n
/
8.06
+
47.93
0.954
y
=
8.71
⁡
exp
−
n
/
7.82
+
7.37
0.928
7
y
=
22.37
⁡
exp
−
n
/
12.35
+
46.05
0.975
y
=
8.45
⁡
exp
−
n
/
9.98
+
8.00
0.978
Beresitization granite
2
y
=
16.28
⁡
exp
−
n
/
1.27
+
34.17
0.887
y
=
10.61
⁡
exp
−
n
/
4.64
+
4.92
0.913
4
y
=
14.53
⁡
exp
−
n
/
3.94
+
34.49
0.898
y
=
10.31
⁡
exp
−
n
/
7.37
+
5.38
0.918
7
y
=
13.08
⁡
exp
−
n
/
4.97
+
36.37
0.930
y
=
9.09
⁡
exp
−
n
/
8.89
+
6.85
0.909


### 3.2. Triaxial Compression Test

Triaxial compression tests with different confining pressures (2 MPa, 5 MPa, and 9 MPa) were performed under various water chemistry conditions (pH = 2, 4, and 7) and several drying and wetting cycles (0, 1, 5, 8, 15, and 20). First, the specimen was compressed axially to 0.2 kN to bring it into close contact with the bearing plate. Then, the axial pressure value, the deformation value, and the confining pressure value of the rock specimen were set to zero. The specimen was loaded at 1.5 MPa/s lateral pressure. The confining pressure varied by less than ±2% of the initial value. Then, axial loading was applied with a rate of 0.2 mm/min until the rock failed.According to the triaxial compression test results and the Mohr–Coulomb criterion [17], the Mohr circle and its envelope at different stress states were plotted to obtain the cohesion and internal friction angle [18]. The test results are shown in Table 5.Table 5
Triaxial compression data.
Rock
Cycles
Cohesion (MPa)
Internal friction angle (°)
Different pH values
Different pH values
2
4
7
2
4
7
Beresitization granoclastic
0
13.35
13.35
13.35
27.26
27.26
27.26
1
10.17
11.56
12.39
23.56
25.12
26.66
5
7.02
7.94
9.54
22.53
23.17
24.22
8
5.56
6.55
8.62
21.46
22.15
23.79
15
4.64
5.47
6.44
19.45
20.27
21.33
20
3.01
3.66
4.06
17.69
18.27
19.51
Beresitization granite
0
9.19
9.19
9.19
50.01
50.01
50.01
1
6.94
8.03
8.51
45.02
46.34
47.89
5
5.56
6.96
7.01
41.78
43.96
45.02
8
3.12
5.02
5.94
40.68
42.04
43.19
15
2.10
2.91
3.59
38.57
40.11
42.01
20
1.67
2.00
2.81
37.94
39.57
41.34The values of cohesion and internal friction angle decreased as the number of drying and wetting cycles increased. Relationship between cohesion, internal friction angle, and number of dry/wet cycles was fitted by the exponential curve, as shown in Figure8. Table 6 shows equations of the fitting curves in Figure 8 and their R2 values. Under the same pH conditions, the cohesion and internal friction angle of both rocks decreased as the number of wet-dry cycles increased. Specifically, cohesion of beresitization granoclastic decreased from 13.35 MPa to 3.01 MPa, a reduction of about 77.45%. The internal friction angle decreased from 27.26° to 17.69°, and the reduction was about 37.11%. The cohesion of beresitization granite decreased from 9.19 MPa to 1.67 MPa, with a reduction of about 81.83%. The internal friction angle decreased from 50.01° to 37.94°, a reduction of about 24.14%. Therefore, the drying and wetting cycles caused a greater degree of damage to beresitization granite. Overall, drying and wetting cycles significantly affect the cohesion and internal friction angle.Figure 8
The fitting relationship between shear strength parameters and cycles. (a) Beresitization granoclastic. (b) Beresitization granite.
(a)
(b)Table 6
The fitting expression between mechanics parameters and cycles.
Rock
pH
Peak strength (MPa)
R
2
Elastic modulus (GPa)
R
2
Beresitization granoclastic
2
y
=
9.20
⁡
exp
−
n
/
5.00
+
3.53
0.952
y
=
9.52
⁡
exp
−
n
/
11.39
+
16.45
0.859
4
y
=
9.31
⁡
exp
−
n
/
6.50
+
3.80
0.954
y
=
10.34
⁡
exp
−
n
/
13.79
+
16.23
0.951
7
y
=
13.45
⁡
exp
−
n
/
19.25
−
0.34
0.975
y
=
14.89
⁡
exp
−
n
/
28.84
+
12.23
0.983
Beresitization granite
2
y
=
7.49
⁡
exp
−
n
/
6.84
+
1.24
0.996
y
=
10.57
⁡
exp
−
n
/
4.09
+
38.37
0.922
4
y
=
10.91
⁡
exp
−
n
/
19.06
−
1.92
0.979
y
=
9.77
⁡
exp
−
n
/
5.89
+
39.3
0.946
7
y
=
10.68
⁡
exp
−
n
/
21.74
−
1.56
0.930
y
=
8.48
⁡
exp
−
n
/
5.71
+
41.23
0.989


## 3.1. Uniaxial Compression Test

An RLJW-2000 computer-controlled rock servo triaxial and shearing compression testing machine was used to test the cylindrical samples (Figures6 and 7).Figure 6
Sample and test equipment of compression.
(a)
(b)Figure 7
The fitting relationship between mechanics parameters and cycles. (a) Beresitization granoclastic. (b) Beresitization granite.
(a)
(b)Strength and elastic modulus of altered rock were obtained through uniaxial compression tests, and the test results are shown in Table3.Table 3
Uniaxial compression test of the altered rock.
Rock
Cycles
Peak strength (MPa)
Elastic modulus (GPa)
2
4
7
2
4
7
Beresitization granoclastic
0
69.53
69.53
69.53
16.75
16.75
16.75
1
62.74
63.51
65.21
13.47
14.13
15.22
5
58.79
59.13
61.43
11.03
12.27
13.41
8
54.02
55.39
57.47
9.78
10.17
11.48
15
50.34
51.77
53.23
8.96
9.46
10.22
20
46.21
48.97
50.12
6.55
7.47
8.94
Beresitization granite
0
50.67
50.67
50.67
16.66
16.66
16.66
1
40.96
43.21
45.37
11.78
13.11
14.04
5
37.19
39.23
41.08
9.02
10.85
12.34
8
35.22
37.43
39.88
7.11
8.74
10.09
15
33.47
35.13
37.57
5.85
7.66
9.56
20
31.52
33.46
35.69
4.32
5.34
7.14As the number of drying and wetting cycles increased, the values of peak strength and elastic modulus gradually decreased. After one dry/wet cycle at pH = 2, the values of peak strength and elastic modulus of beresitization granoclastic and beresitization granite decreased by 10.15%, 19.58% and 19.16%, 21.31%, respectively. After 20 cycles, the peak strength and elastic modulus decreased to 66.46%, 39.11% and 62.21%, 25.93%, respectively, of natural rock. Both beresitization granoclastic and beresitization granite presented the most serious damage at pH = 2 and 20 drying and wetting cycles.The values of peak strength and elastic modulus were fitted by a curve. The fitting results are shown in Table4.(2)y=aexp−nb+c,where a, b, and c are fitting parameters and n is the number of drying and wetting cycles.Table 4
The fitting expression between mechanics parameters and cycles.
Rock
pH
Peak strength (MPa)
R
2
Elastic modulus (GPa)
R
2
Beresitization granoclastic
2
y
=
23.51
⁡
exp
−
n
/
9.71
+
44.09
0.936
y
=
8.79
⁡
exp
−
n
/
6.39
+
7.08
0.900
4
y
=
20.03
⁡
exp
−
n
/
8.06
+
47.93
0.954
y
=
8.71
⁡
exp
−
n
/
7.82
+
7.37
0.928
7
y
=
22.37
⁡
exp
−
n
/
12.35
+
46.05
0.975
y
=
8.45
⁡
exp
−
n
/
9.98
+
8.00
0.978
Beresitization granite
2
y
=
16.28
⁡
exp
−
n
/
1.27
+
34.17
0.887
y
=
10.61
⁡
exp
−
n
/
4.64
+
4.92
0.913
4
y
=
14.53
⁡
exp
−
n
/
3.94
+
34.49
0.898
y
=
10.31
⁡
exp
−
n
/
7.37
+
5.38
0.918
7
y
=
13.08
⁡
exp
−
n
/
4.97
+
36.37
0.930
y
=
9.09
⁡
exp
−
n
/
8.89
+
6.85
0.909


## 3.2. Triaxial Compression Test

Triaxial compression tests with different confining pressures (2 MPa, 5 MPa, and 9 MPa) were performed under various water chemistry conditions (pH = 2, 4, and 7) and several drying and wetting cycles (0, 1, 5, 8, 15, and 20). First, the specimen was compressed axially to 0.2 kN to bring it into close contact with the bearing plate. Then, the axial pressure value, the deformation value, and the confining pressure value of the rock specimen were set to zero. The specimen was loaded at 1.5 MPa/s lateral pressure. The confining pressure varied by less than ±2% of the initial value. Then, axial loading was applied with a rate of 0.2 mm/min until the rock failed.According to the triaxial compression test results and the Mohr–Coulomb criterion [17], the Mohr circle and its envelope at different stress states were plotted to obtain the cohesion and internal friction angle [18]. The test results are shown in Table 5.Table 5
Triaxial compression data.
Rock
Cycles
Cohesion (MPa)
Internal friction angle (°)
Different pH values
Different pH values
2
4
7
2
4
7
Beresitization granoclastic
0
13.35
13.35
13.35
27.26
27.26
27.26
1
10.17
11.56
12.39
23.56
25.12
26.66
5
7.02
7.94
9.54
22.53
23.17
24.22
8
5.56
6.55
8.62
21.46
22.15
23.79
15
4.64
5.47
6.44
19.45
20.27
21.33
20
3.01
3.66
4.06
17.69
18.27
19.51
Beresitization granite
0
9.19
9.19
9.19
50.01
50.01
50.01
1
6.94
8.03
8.51
45.02
46.34
47.89
5
5.56
6.96
7.01
41.78
43.96
45.02
8
3.12
5.02
5.94
40.68
42.04
43.19
15
2.10
2.91
3.59
38.57
40.11
42.01
20
1.67
2.00
2.81
37.94
39.57
41.34The values of cohesion and internal friction angle decreased as the number of drying and wetting cycles increased. Relationship between cohesion, internal friction angle, and number of dry/wet cycles was fitted by the exponential curve, as shown in Figure8. Table 6 shows equations of the fitting curves in Figure 8 and their R2 values. Under the same pH conditions, the cohesion and internal friction angle of both rocks decreased as the number of wet-dry cycles increased. Specifically, cohesion of beresitization granoclastic decreased from 13.35 MPa to 3.01 MPa, a reduction of about 77.45%. The internal friction angle decreased from 27.26° to 17.69°, and the reduction was about 37.11%. The cohesion of beresitization granite decreased from 9.19 MPa to 1.67 MPa, with a reduction of about 81.83%. The internal friction angle decreased from 50.01° to 37.94°, a reduction of about 24.14%. Therefore, the drying and wetting cycles caused a greater degree of damage to beresitization granite. Overall, drying and wetting cycles significantly affect the cohesion and internal friction angle.Figure 8
The fitting relationship between shear strength parameters and cycles. (a) Beresitization granoclastic. (b) Beresitization granite.
(a)
(b)Table 6
The fitting expression between mechanics parameters and cycles.
Rock
pH
Peak strength (MPa)
R
2
Elastic modulus (GPa)
R
2
Beresitization granoclastic
2
y
=
9.20
⁡
exp
−
n
/
5.00
+
3.53
0.952
y
=
9.52
⁡
exp
−
n
/
11.39
+
16.45
0.859
4
y
=
9.31
⁡
exp
−
n
/
6.50
+
3.80
0.954
y
=
10.34
⁡
exp
−
n
/
13.79
+
16.23
0.951
7
y
=
13.45
⁡
exp
−
n
/
19.25
−
0.34
0.975
y
=
14.89
⁡
exp
−
n
/
28.84
+
12.23
0.983
Beresitization granite
2
y
=
7.49
⁡
exp
−
n
/
6.84
+
1.24
0.996
y
=
10.57
⁡
exp
−
n
/
4.09
+
38.37
0.922
4
y
=
10.91
⁡
exp
−
n
/
19.06
−
1.92
0.979
y
=
9.77
⁡
exp
−
n
/
5.89
+
39.3
0.946
7
y
=
10.68
⁡
exp
−
n
/
21.74
−
1.56
0.930
y
=
8.48
⁡
exp
−
n
/
5.71
+
41.23
0.989


## 4. Slope Displacement On-Site Monitoring

The effect of drying and wetting cycles on the rock cohesion and internal friction angle is significant, which may lead to slope failure in the pit. The change of water level in the tailing reservoir and surface displacement were monitored to analyze the influence of water level on the slope displacement. GPS displacement detection and a YCY-3-type water level monitor were used, as shown in Figure9.Figure 9
Monitoring equipment and monitoring points. (a) GPS monitoring. (b) Water level monitoring equipment.
(a)
(b)Six monitoring points were set including MP-1, MP-2, MP-3, MP-4, MP-5, and MP-6. The displacement changes at the monitoring points are similar, as shown in Figure10. From May 2016 to December 2016, the slope displacement gradually grew with the continuous increase of tailing water level. The maximum displacement value was 79.35 mm. From December 2016 to October 2017, the water level in the tailing pond fluctuated, resulting in long-term wetting and drying cycles of the slope rock. The trend of slope displacement fluctuation was basically consistent with that of water level, indicating that the wetting and drying cycles increased the slope slip to a certain extent.Figure 10
Relationship between slope displacement and water level change. (a) Monitoring points 1, 2, and 3. (b) Monitoring points 4, 5, and 6.
(a)
(b)


## 5. Conclusion

In this paper, laboratory tests and on-site monitoring were used to analyze the impact of drying and wetting cycles on rock strength and slope stability. The following conclusions are drawn:The water level of the tailing reservoir will have a weakening effect on the rock strength of the slope. In the laboratory, the effect of water level that rises and falls to rock was simulated by the test of drying and wetting cycles. The rock compressive strength, elastic modulus, cohesion, and internal friction angle were analyzed. As the number of wetting and drying cycles and the acidity increased, the rock strength decreased. An exponential function predicted the decrease of strength as a function ofn. The results show that the change of water level weakens rock strength.Based on the laboratory analysis of rock subjected to wetting and drying cycles and site monitoring results of slope displacement, the slope displacement increased suddenly with the rise and fall of the tailings pond, indicating that the wetting and drying cycles negatively affect slope stability.



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*Source: 5170832-2018-04-02.xml*