# Crack Characteristic and Permeability Change of Compacted Clay Liners with Different Liquid Limits under Dry-Wet Cycles

Authors: Yong Wan; Qiang Xue; Lei Liu; ShanYong Wang
Journal: Advances in Civil Engineering
 (2018)

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## Abstract

The crack characteristic and permeability change in six compacted clay liners (CCLs) under dry-wet cycles were studied. Results show that as soil liquid limit (LL) increases, the crack block (CB) number, crack ratio (CR), and crack length (CL) of the CCLs increase under the dry state. The CB sizes of all the six CCLs correspond to normal distribution. A piecewise linear relationship exists between crack parameters and soil LL, and the slope at LL < 50 is larger than the slope at LL > 50. The size of the representative elementary volume (REV) of cracked CCL decreases linearly with the increase in soil LL when LL < 50. The linear fitting result is REV = 90.5 – 1.6 LL, whereas REV change is inconspicuous with a mean value of approximately 10 cm when LL > 50. The sample size of the CCLs for the permeability test must be larger than REV. Before and after three dry-wet cycles, the permeability ratio (K3/k0) initially increases and eventually decreases as soil LL increases, and LL at the peak value of K3/k0 is 36.1%. However, linear relationships exist between permeability D-value (K3 − k0) and soil LL in a semilog coordinate system when LL < 50%, whereas the change in the permeability D-value is inconspicuous with a mean value of approximately 1.67 × 10−8 cm/s when LL > 50%. The volume and mean width of unclosed cracks are two main factors that determine the increase in permeability after dry-wet cycles. After three dry-wet cycles, these factors decrease as soil LL increases, thereby reducing the permeability D-value.


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## Body

## 1. Introduction

A final cover prevents the infiltration of rainwater and the volatilization of noxious fumes after a landfill is filled with garbage [1, 2]. Compacted clay liners (CCLs) are widely used as final covers for landfills given their ultralow permeability characteristics. However, this type of clay cover is easily affected by seasonal dry-wet cycles because it is placed on a landfill surface as the final cover. Studies have shown that numerous cracks initiated on the clay cover after seasonal dry-wet cycles [1, 3–5]. These cracks provide direct channels for rainwater infiltration and threaten the safe operation of a landfill site [1, 6, 7].The effect of dry-wet conditions on CCLs is closely related to clay properties. Othman et al. [8] showed that the clay permeability coefficient increased with the increase in the liquid limit (LL) under dry-wet cycles. Brian and Benson [9] studied the soil LL effect on the shrinkage strain characteristics of natural clays, which showed that as LL increased, clay shrinkage strain would also increase. Meanwhile, the existence of a contraction crack can increase the soil permeability coefficient from 1 to 3 orders of magnitude. However, Rayhani et al. [10, 11] found that when clay LL was low or high, the increment of the CCL permeability coefficient under dry-wet cycles was not evident.The accurate testing of the CCL permeability coefficient is critical to evaluate the effect of the dry-wet cycle on CCL antiseepage capacity. Drumm et al. [12] discussed the crack soil permeability coefficient of different areas and confirmed the nonuniform damage characteristics of a CCL structure under dry-wet cycles. Omidi et al. [13] compared the results of a permeability coefficient test via a flexible wall penetration experiment (10 cm in the specimen diameter) and a field double-ring infiltration experiment. The results showed that the flexible wall penetration experiment underestimated soil permeability increase under the dry-wet cycle condition. Rayhani et al. [10, 11] conducted the soil infiltration test research on a large crack (30 cm in the specimen diameter) and compared the sample size effect on the coefficient of permeability of the CCL. Wan et al. [3] found that the boundary effect of crack soil also affected the permeability test precision even if CCL size was larger than 30 cm. Li and Zhang [14] analyzed CCL shrinkage cracking characteristics, determined the relationship between the REV and cracking space, length, and other parameters, and indicated that the sample size of the cracked CCL for the permeability test must be larger than REV.The internal mechanism of the increase in the CCL permeability coefficient is its macro-micro structural damage under dry-wet cycles. Research indicates that a change in the CCL permeability coefficient can be attributed to the existence of unclosed cracks in CCLs after wet-dry cycles [3–5, 15]. However, crack space is relatively small under the saturation condition than under the dry condition; thus, conducting quantitative observation is difficult. Many studies have used the CCL surface crack rate under the dry condition to indirectly evaluate the crack effect of soil permeability under dry-wet cycles. Xue et al. [4, 5, 11, 14, 16, 17] showed that the shrinkage crack number, area, and length in unit area increased, whereas the permeability ratio initially increased and then decreased with the increase in soil LL, thereby indicating that no direct relationship existed between the change in CCL permeability and crack area under the dry condition. The unclosed cracks in a CCL is attributed to the soil pore volume shrinkage of the CCL, which cannot fully recover again after saturation, and the unclosed crack volume can be calculated using the total soil pore volume decrease under the dry-wet cycle condition [3, 15].In the present study, the shrinkage crack characteristics of six CCLs with different LLs is determined through a CCL cracking test, and the relationship between the representative elementary volume (REV) and LL of CCLs is established after several dry-wet cycles. The result of the permeability coefficient test shows that CCL sample size is larger than REV before and after three dry-wet cycles, and the relationship between permeability coefficient increment and LL is established after the dry-wet cycles. Lastly, the structural damage of the CCLs was determined via the mercury intrusion porosimetry (MIP) test. The aforementioned results can provide the parameters for the safety evaluation of landfill CCL impervious structure.


## 2. Materials and Methods

### 2.1. Experimental Materials

Clay content is the decisive factor of soil LL. The mixing of soils with different clay contents is a common method used to obtain different soil LLs in existing studies about the relationship between soil engineering properties and LL [11]. In the current study, six soil samples with different LLs were obtained by mixing two natural soil samples (Soil A and Soil B) with different mass ratios. Soil A, which was collected from Wuhan City, had a low soil LL and a clay content of 8.44%. Soil B, which was collected from Xinyang City, had a high soil LL and a clay content of 63.99%. The mass ratios of Soil B in the six mixed soil samples were 0, 12.5%, 25%, 37.5%, 50%, and 100%, which were labeled Soil #1 to Soil #6, respectively. The physical parameters and mineral composition of Soil #1 to Soil #6 are shown in Tables 1 and 2, respectively.Table 1
Soil physical properties.
Soil number
Specific gravity, Gs
Plasticity limit (%)
Liquid limit (%)
Plasticity index
Clay content (%)
Soil type
Soil #1
2.72
19.5
33.6
14.1
8.44
CL
Soil #2
2.71
19.8
36.1
16.3
15.38
CL
Soil #3
2.70
20.4
41.2
20.8
22.33
CL
Soil #4
2.69
21.2
47.2
26.0
29.27
CL
Soil #5
2.68
22.5
66.6
44.1
36.21
CH
Soil #6
2.66
33.2
99.6
66.4
63.99
CHTable 2
Soil mineral composition.
Soil number
Mineral composition (%)
Quartz
Albite
Illite
Montmorillonite
Kaolinite
Soil #1
77.74
13.91
1.64
4.70
2.01
Soil #2
71.66
13.02
2.92
10.35
2.04
Soil #3
65.58
12.13
4.20
16.00
2.07
Soil #4
59.5
11.25
5.48
21.64
2.10
Soil #5
53.42
10.36
6.76
27.29
2.12
Soil #6
29.10
6.82
11.87
49.88
2.24


### 2.2. Experimental Methods

#### 2.2.1. Production of CCL Samples for the Cracking Test

After air-drying, crushing, and sifting the soil through a 2 mm size sieve, the two natural soil samples were mixed following the aforementioned mass ratios. Then, the moisture contents of the six mixed soil samples were adjusted to 20% by spraying water. After 24 h, the mixed soil was layered and pressed into a rectangular steel box with an inner dimension of 56 cm (length) × 46 cm (width) × 10 cm (depth). The six CCLs have the same thickness of 5 cm and the same dry density of 1.5 g/cm3.


#### 2.2.2. Simulation of the Dry-Wet Cycle

After compacted molding, the CCLs were soaked/saturated for 72 h in the rectangular steel box and then placed in a dryer at 50°C for 72 h. The aforementioned steps were repeated thrice. After each trial, the cracks on the CCL surface were recorded using a digital camera.


#### 2.2.3. Analysis of Cracks on the CCL Surface

The image processing functions in MATLAB were used to analyze the crack characteristics of CCL. The box boundary was wiped off from the original images, and the clipped images were transformed into binary images (black represented the crack area, whereas white represented the noncrack area). The crack ratio (CR) and crack length (CL) could be obtained from the statistics of the black area and the crack skeleton line length in a unit of the statistical area. A crack block (CB) is a closed crack skeleton line.The REV of the CCLs with cracks is the smallest unit that can contain whole crack messages. When unit size is higher than some values, the relative error of crack characteristic parameters is always less than the allowable relative error, and the smallest unit size is the REV size [14]. In this paper, choose CR as the mainly parameter of crack characteristic, and the CR relative error of the random statistical zone can be solved as follows:(1)δCRz=CRzCRT×100%,where CRT is the crack ratio that statistics the whole CCL sample, CRz is the crack ratio that statistics the random statistical zone with a diameter of CR.


#### 2.2.4. Testing CCL Permeability

After drying thrice for 72 h, the CCLs were soaked/saturated for 24 h in the rectangular steel box and then cut into round samples with a diameter of 30 cm for the permeability test (Figure1). The permeability test used a PN3230M environmental soil flexible wall permeameter, manufactured by the American company GeoQuip. The permeability test properties included back pressure saturation for 24 h with an ambient pressure of 20 kPa and then permeation for 48 h with an ambient pressure of 80 kPa and an osmotic pressure of 40 kPa.Figure 1
Process of dry-wet cycles and infiltration test: (a) three times drying; (b) saturation again; (c) permeability test.
(a)
(b)
(c)


#### 2.2.5. MIP Test

A small CCL, with a diameter of 6.18 cm and a thickness of 2 cm, was used for the MIP test. The homogeneity of this small CCL was more than that of a large CCL in the rectangular box. With the exception of sample size, the other conditions are the same as those for a large CCL. Before and after three dry-wet cycles, three types of small CCLs (Soil #1, Soil #3, and Soil #5) were used for the MIP test. The MIP test method was presented by Wan et al. [3].


## 2.1. Experimental Materials

Clay content is the decisive factor of soil LL. The mixing of soils with different clay contents is a common method used to obtain different soil LLs in existing studies about the relationship between soil engineering properties and LL [11]. In the current study, six soil samples with different LLs were obtained by mixing two natural soil samples (Soil A and Soil B) with different mass ratios. Soil A, which was collected from Wuhan City, had a low soil LL and a clay content of 8.44%. Soil B, which was collected from Xinyang City, had a high soil LL and a clay content of 63.99%. The mass ratios of Soil B in the six mixed soil samples were 0, 12.5%, 25%, 37.5%, 50%, and 100%, which were labeled Soil #1 to Soil #6, respectively. The physical parameters and mineral composition of Soil #1 to Soil #6 are shown in Tables 1 and 2, respectively.Table 1
Soil physical properties.
Soil number
Specific gravity, Gs
Plasticity limit (%)
Liquid limit (%)
Plasticity index
Clay content (%)
Soil type
Soil #1
2.72
19.5
33.6
14.1
8.44
CL
Soil #2
2.71
19.8
36.1
16.3
15.38
CL
Soil #3
2.70
20.4
41.2
20.8
22.33
CL
Soil #4
2.69
21.2
47.2
26.0
29.27
CL
Soil #5
2.68
22.5
66.6
44.1
36.21
CH
Soil #6
2.66
33.2
99.6
66.4
63.99
CHTable 2
Soil mineral composition.
Soil number
Mineral composition (%)
Quartz
Albite
Illite
Montmorillonite
Kaolinite
Soil #1
77.74
13.91
1.64
4.70
2.01
Soil #2
71.66
13.02
2.92
10.35
2.04
Soil #3
65.58
12.13
4.20
16.00
2.07
Soil #4
59.5
11.25
5.48
21.64
2.10
Soil #5
53.42
10.36
6.76
27.29
2.12
Soil #6
29.10
6.82
11.87
49.88
2.24


## 2.2. Experimental Methods

### 2.2.1. Production of CCL Samples for the Cracking Test

After air-drying, crushing, and sifting the soil through a 2 mm size sieve, the two natural soil samples were mixed following the aforementioned mass ratios. Then, the moisture contents of the six mixed soil samples were adjusted to 20% by spraying water. After 24 h, the mixed soil was layered and pressed into a rectangular steel box with an inner dimension of 56 cm (length) × 46 cm (width) × 10 cm (depth). The six CCLs have the same thickness of 5 cm and the same dry density of 1.5 g/cm3.


### 2.2.2. Simulation of the Dry-Wet Cycle

After compacted molding, the CCLs were soaked/saturated for 72 h in the rectangular steel box and then placed in a dryer at 50°C for 72 h. The aforementioned steps were repeated thrice. After each trial, the cracks on the CCL surface were recorded using a digital camera.


### 2.2.3. Analysis of Cracks on the CCL Surface

The image processing functions in MATLAB were used to analyze the crack characteristics of CCL. The box boundary was wiped off from the original images, and the clipped images were transformed into binary images (black represented the crack area, whereas white represented the noncrack area). The crack ratio (CR) and crack length (CL) could be obtained from the statistics of the black area and the crack skeleton line length in a unit of the statistical area. A crack block (CB) is a closed crack skeleton line.The REV of the CCLs with cracks is the smallest unit that can contain whole crack messages. When unit size is higher than some values, the relative error of crack characteristic parameters is always less than the allowable relative error, and the smallest unit size is the REV size [14]. In this paper, choose CR as the mainly parameter of crack characteristic, and the CR relative error of the random statistical zone can be solved as follows:(1)δCRz=CRzCRT×100%,where CRT is the crack ratio that statistics the whole CCL sample, CRz is the crack ratio that statistics the random statistical zone with a diameter of CR.


### 2.2.4. Testing CCL Permeability

After drying thrice for 72 h, the CCLs were soaked/saturated for 24 h in the rectangular steel box and then cut into round samples with a diameter of 30 cm for the permeability test (Figure1). The permeability test used a PN3230M environmental soil flexible wall permeameter, manufactured by the American company GeoQuip. The permeability test properties included back pressure saturation for 24 h with an ambient pressure of 20 kPa and then permeation for 48 h with an ambient pressure of 80 kPa and an osmotic pressure of 40 kPa.Figure 1
Process of dry-wet cycles and infiltration test: (a) three times drying; (b) saturation again; (c) permeability test.
(a)
(b)
(c)


### 2.2.5. MIP Test

A small CCL, with a diameter of 6.18 cm and a thickness of 2 cm, was used for the MIP test. The homogeneity of this small CCL was more than that of a large CCL in the rectangular box. With the exception of sample size, the other conditions are the same as those for a large CCL. Before and after three dry-wet cycles, three types of small CCLs (Soil #1, Soil #3, and Soil #5) were used for the MIP test. The MIP test method was presented by Wan et al. [3].


## 2.2.1. Production of CCL Samples for the Cracking Test

After air-drying, crushing, and sifting the soil through a 2 mm size sieve, the two natural soil samples were mixed following the aforementioned mass ratios. Then, the moisture contents of the six mixed soil samples were adjusted to 20% by spraying water. After 24 h, the mixed soil was layered and pressed into a rectangular steel box with an inner dimension of 56 cm (length) × 46 cm (width) × 10 cm (depth). The six CCLs have the same thickness of 5 cm and the same dry density of 1.5 g/cm3.


## 2.2.2. Simulation of the Dry-Wet Cycle

After compacted molding, the CCLs were soaked/saturated for 72 h in the rectangular steel box and then placed in a dryer at 50°C for 72 h. The aforementioned steps were repeated thrice. After each trial, the cracks on the CCL surface were recorded using a digital camera.


## 2.2.3. Analysis of Cracks on the CCL Surface

The image processing functions in MATLAB were used to analyze the crack characteristics of CCL. The box boundary was wiped off from the original images, and the clipped images were transformed into binary images (black represented the crack area, whereas white represented the noncrack area). The crack ratio (CR) and crack length (CL) could be obtained from the statistics of the black area and the crack skeleton line length in a unit of the statistical area. A crack block (CB) is a closed crack skeleton line.The REV of the CCLs with cracks is the smallest unit that can contain whole crack messages. When unit size is higher than some values, the relative error of crack characteristic parameters is always less than the allowable relative error, and the smallest unit size is the REV size [14]. In this paper, choose CR as the mainly parameter of crack characteristic, and the CR relative error of the random statistical zone can be solved as follows:(1)δCRz=CRzCRT×100%,where CRT is the crack ratio that statistics the whole CCL sample, CRz is the crack ratio that statistics the random statistical zone with a diameter of CR.


## 2.2.4. Testing CCL Permeability

After drying thrice for 72 h, the CCLs were soaked/saturated for 24 h in the rectangular steel box and then cut into round samples with a diameter of 30 cm for the permeability test (Figure1). The permeability test used a PN3230M environmental soil flexible wall permeameter, manufactured by the American company GeoQuip. The permeability test properties included back pressure saturation for 24 h with an ambient pressure of 20 kPa and then permeation for 48 h with an ambient pressure of 80 kPa and an osmotic pressure of 40 kPa.Figure 1
Process of dry-wet cycles and infiltration test: (a) three times drying; (b) saturation again; (c) permeability test.
(a)
(b)
(c)


## 2.2.5. MIP Test

A small CCL, with a diameter of 6.18 cm and a thickness of 2 cm, was used for the MIP test. The homogeneity of this small CCL was more than that of a large CCL in the rectangular box. With the exception of sample size, the other conditions are the same as those for a large CCL. Before and after three dry-wet cycles, three types of small CCLs (Soil #1, Soil #3, and Soil #5) were used for the MIP test. The MIP test method was presented by Wan et al. [3].


## 3. Results and Analysis

### 3.1. Analysis of the Crack Characteristics in the CCLs

#### 3.1.1. Crack Characteristic Test Results of the CCLs

Figure2 shows the images of the crack characteristics in the six CCLs after three dry-wet cycles. The crack characteristic parameters are shown in Table 3. For the CCL with low LL (LL < 50%), only a few cracks appear on the CCL surface (Soils #1– #3). As soil LL increases, CR and CL also gradually increase. When LL is close to (Soil #4) or over 50% (Soils #5 and #6), the crack on the CCL surface is close set and uniform.Figure 2
Shrinkage cracking test results of the six types of CCLs. (a) Soil #1. (b) Soil #2. (c) Soil #3. (d) Soil #4. (e) Soil #5. (f) Soil #6.
(a)
(b)
(c)
(d)
(e)
(f)Table 3
Cracking characteristic parameters of the six CCLs.
Soil number
Crack parameters
Crack block parameters
CR (%)
CL (m−1)
Number
Mean area (cm2)
Mean size (cm)
Soil #1
1.26
4.43
2
1190.2
34.5
Soil #2
1.92
5.58
6
400.0
20.0
Soil #3
7.66
15.15
19
125.4
11.2
Soil #4
10.48
21.60
98
125.4
4.9
Soil #5
17.44
31.47
305
24.0
2.8
Soil #6
19.55
35.90
421
5.3
2.3


#### 3.1.2. Relationship between Cracking Parameters and LL

Figure3 shows the relationship between CCL crack characteristic parameters and soil LL. With a demarcation point of 50% LL, a piecewise linear relationship exists between crack characteristic parameters and soil LL, and the slope at LL < 50 is larger than that at LL > 50. The piecewise linear fitting results are as follows:(2)CL=−41.42+1.34LL,LL<50%,CL=7.92+0.12LL,LL>50%,CR=−23.51+0.73LL,LL<50%,CL=3.43+0.04LL,LL>50%.Figure 3
Relationship between CCL crack parameters and soil LL.


#### 3.1.3. Relationship between CB Parameters and LL

The frequency of CB size can be calculated using the following formula:(3)Fd=Nd−0.5δ,d+0.5δN×δ,where N is the total CB number of each CCL, Nd−0.5δ,d+0.5δ is the number of CB with a size of d−0.5δ,d+0.5δ, and δ is the space length.Figure4 shows the CB size probability distribution and its fitting results with a normal distribution function. The fitting parameters are shown in Table 4. The normal distribution relationship between size and number is evident except for Soil #1 because of its extremely small CB number.Figure 4
Probability distribution of CB size and its normal distribution fitting results.Table 4
Normal fitting parameters of CB size probability distribution.
Soil number
Crack block number
Space length,δ (cm)
Expectancy value,μ
Mean square error,σ
Correlation coefficient
Soil #1
2
8
40.4
3.4
0
Soil #2
6
4
18.9
7.4
0.78
Soil #3
19
2
10.3
3.7
0.90
Soil #4
98
1
4.5
2.5
0.99
Soil #5
305
0.5
2.4
1.5
0.98
Soil #6
421
0.5
2.0
1.4
0.94Figure5 shows the relationship between the normal distribution parameters (i.e., the expectancy value and mean square error) of CB size and soil LL. The expectancy value and mean square error decrease sharply with an increase in LL for low LL clays; both parameters exhibit apparent linear relationships with LL. The fitting equation is given as Equation (5). The expectancy value and mean square error are reduced slightly when soil LL is higher than 50%, and the change is not evident:(4)μ=57.7−1.11LL,σ=17.5−0.32LL.Figure 5
Relationship between normal distribution parameters and soil LL.


#### 3.1.3. Relationship between REV and LL

Figure6 shows the relative error of CR with an increase in statistics zone size. The relative error volatility of CR changes as statistics zone size increases, but the change range decreases with an increase in statistics zone size. When statistics zone size is larger than some values, the relative error is smaller than 10% but larger than −10%. The minimum statistics zone size (filled dots in Figure 6) is REV size.Figure 6
Relative error of CR under varying window sizes.Figure7 shows the relationship between REV and soil LL. For low soil LL, REV decreases linearly with an increase in soil LL; the linear fitting results are shown in Equation (5). For high soil LL, REV decreases slightly as LL increases. Hence, setting REV as 10 cm for high liquid limit soil is appropriate:(5)REV=90.5−1.6LL.Figure 7
Relationship between REV and soil LL.


### 3.2. Analysis of Pore Size Distribution (PSD) in CCLs

#### 3.1.1. PSD Test Result

Figure8 shows the PSD in the CCLs before (DW0) and after three dry-wet cycles (DW3). The bimodal PSD curves have pore sizes of 0.1, 6, and 80 μm in three troughs. We classify soil pores into three categories based on the classification method of soil pore size in the existing research [3, 18]: large pores (>6 μm), medium pores (6 to 0.1 μm), and small pores (<0.1 μm).Figure 8
PSD in the CCLs before DW0 and DW3.


#### 3.2.2. PSD in CCLs before Dry-Wet Cycles

Figure9 shows the different types of pore volume of three CCLs at DW0. The PSD in CCLs differs at DW0 because of the varying ratios of Soil A and Soil B in the mixed soil. As the proportion of Soil B increases in the mixed soil, the amount of large pores decreases, followed by that of medium pores, whereas the amount of small pores increases steadily. This phenomenon can be attributed to two reasons. First, small pores are the dominant pore type in Soil B; hence, the amount of small pores increases with increasing Soil B content in the mixed soil. Second, clay grains (<2 μm) are the dominant mineral content of Soil B. These grains fill in large and medium pores in the mixed soil.Figure 9
Different types of pore volume of three CCLs at DW0.


#### 3.2.2. PSD in CCLs after Dry-Wet Cycles

Figure10 shows the pore volume change range of three mixed soil samples before and after three dry-wet cycles. Each point in Figure 10 equals the pore volume of the soil sample before dry-wet cycles subtracts the pore volume after dry-wet cycles. The influence of dry-wet cycles mainly focuses on large pores for Soil #1, big and medium pores for Soil #3, and the medium pores for Soil #5. A trend in which pore size is mainly affected by dry-wet cycles decreases, as soil LL increases is observed. The cycles have minimal effects on the small pores of the three types of mixed soil. This condition is mainly attributed to the fact that effective stress is smaller on small pores than on large and medium pores because of suction cycles [5]. Furthermore, the deformation of pores in soil particles and crystal layers (small pores) is more difficult than in soil aggregates (large and medium pores). After three dry-wet cycles, the total pores in all three soil types decrease, thereby indicating that the shrinkage deformation of soil pores is not completely reversible during dry-wet cycles. The order of the change range of total pores in the three soil types is as follows: Soil #1 > Soil #3 > Soil #5. The range declines with an increase in soil LL and in Soil B content in mixed soil. This phenomenon is mainly attributed to the high bentonite content and strong self-healing capability of pore shrinkage.Figure 10
Pore volume change range of three CCLs from DW0 to DW3.


### 3.3. Result and Analysis of CCL Permeability

#### 3.3.1. Permeability Test Result

Table5 presents the permeability test results of CCLs before and after three dry-wet cycles. At the same initial dry density, the initial permeability of the CCLs gradually decreases as Soil B content in the mixed soil increases before the dry-wet cycles. After three dry-wet cycles, the permeability of all the six CCLs increases from their initial values.Table 5
Permeability test results of the six CCLs.
Soil number
Permeability (cm/s)
K
3/k0
K
3
−
k
0
DW0k0
DW3K3
Soil #1
6.75 × 10−7
1.21 × 10−5
17.9
1.14 × 10−5
Soil #2
1.85 × 10−7
5.61 × 10−6
30.3
5.43 × 10−6
Soil #3
6.32 × 10−8
3.38 × 10−7
5.4
2.75 × 10−7
Soil #4
1.24 × 10−8
4.25 × 10−8
3.4
3.01 × 10−8
Soil #5
2.21 × 10−9
2.42 × 10−9
1.1
2.10 × 10−10
Soil #6
1.42 × 10−9
1.48 × 10−9
1.1
2.10 × 10−10


#### 3.3.2. Effect of Dry-Wet Cycles on CCL Permeability

Figure11 shows the change in CCL permeability as soil LL increases after three dry-wet cycles. As shown in Figure 11, the permeability ratio (K3/k0) initially increases and then decreases as soil LL increases, and LL at the peak value of K3/k0 is 36.6%. A similar result was confirmed in [11]. However, the permeability D-value (K3 − k0) decreases monotonously as soil LL increases. For low soil LL (<50%), linear relationships exist between permeability D-value and soil LL in a semilog coordinate system; the fitting result is shown in Equation (6). For high soil LL (>50%), permeability D-value change is inconspicuous with a mean value of approximately 1.67 × 10−8 cm/s:(6)logK3−k0=1.719−0.197LL.Figure 11
Change in CCL permeability as soil LL increases after dry-wet cycles.The initial permeability of the CCLs differs for each soil type even at the same initial dry density. The permeability ratioK3/k0 is frequently used in many studies to assess change in soil permeability. However, an increase in permeability mainly results from desiccation cracks that do not close completely during wetting. Permeability after dry-wet cycles can be expressed as follows:(7)K3=1−αKM+αKC,where KM and KC are the permeability of the CB area and crack area, respectively; and α denotes the CR.Research in Wan et al. [3] shows that permeability change in the CB area is inconspicuous (KM≈k0). Meanwhile, the crack area is significantly smaller than the CB area (1−α≈1). Thus, Equation (6) can be transformed into Equation (8) as follows:(8)K3−k0=αKC.Equation (8) shows that using the D-value K3−k0 to evaluate the influence of dry-wet cycles on the permeability of different physical properties of CCLs is reasonable.


### 3.4. Relationship between Soil Structure and Permeability of CCLs

Two phenomena in CCL permeability are presented in this paper. First, CCL permeability decreases as soil LL increases before dry-wet cycles. Second, permeability D-valueK3−k0 decreases monotonously as soil LL increases after three dry-wet cycles. Existing research has shown that CCL permeability is mainly dependent on the soil structure, including macrocracks and micropores. Before dry-wet cycles, the soil structure is only a soil pore structure because no crack is observed in the CCLs. Existing research has shown that a large pore functions as the seepage channel and a medium pore functions as the connectivity channel of the seepage channel. As shown in Figure 9, large and medium pores decrease gradually as Soil B content increases in the mixed soil, which does not only reduce the seepage channel but also reduce pore connectivity, thereby resulting in a significant decrease in CCL permeability.After three dry-wet cycles, the soil structure includes soil pore structure and cracks. Shrinkage cracks cannot completely close during wetting. Studies have already proven that the existence of preferential flow in a crack zone is the main reason for the considerable increase in CCL permeability, whereas the change in permeability in the CB zone is inconspicuous. The crack volume under the saturation condition is equal to the irreversible reduction of the total pore volume in the CCLs. As shown in Figures10 and 11, total pore decrement and permeability D-value K3−k0 decrease as soil LL increases. The mean crack width is also a primary factor that affects CCL permeability under the saturation condition. A linear relationship theoretically exists between permeability and the cube of crack width. Although the total pore volume of Soil #3 is slightly smaller than that of Soil #1, the mean crack width (total pore decrement divided by the total CL) of Soil #3 is evidently smaller than that of Soil #1; thus, the permeability D-value (K3 − k0) of Soil #3 is clearly smaller than that of Soil #1.


## 3.1. Analysis of the Crack Characteristics in the CCLs

### 3.1.1. Crack Characteristic Test Results of the CCLs

Figure2 shows the images of the crack characteristics in the six CCLs after three dry-wet cycles. The crack characteristic parameters are shown in Table 3. For the CCL with low LL (LL < 50%), only a few cracks appear on the CCL surface (Soils #1– #3). As soil LL increases, CR and CL also gradually increase. When LL is close to (Soil #4) or over 50% (Soils #5 and #6), the crack on the CCL surface is close set and uniform.Figure 2
Shrinkage cracking test results of the six types of CCLs. (a) Soil #1. (b) Soil #2. (c) Soil #3. (d) Soil #4. (e) Soil #5. (f) Soil #6.
(a)
(b)
(c)
(d)
(e)
(f)Table 3
Cracking characteristic parameters of the six CCLs.
Soil number
Crack parameters
Crack block parameters
CR (%)
CL (m−1)
Number
Mean area (cm2)
Mean size (cm)
Soil #1
1.26
4.43
2
1190.2
34.5
Soil #2
1.92
5.58
6
400.0
20.0
Soil #3
7.66
15.15
19
125.4
11.2
Soil #4
10.48
21.60
98
125.4
4.9
Soil #5
17.44
31.47
305
24.0
2.8
Soil #6
19.55
35.90
421
5.3
2.3


### 3.1.2. Relationship between Cracking Parameters and LL

Figure3 shows the relationship between CCL crack characteristic parameters and soil LL. With a demarcation point of 50% LL, a piecewise linear relationship exists between crack characteristic parameters and soil LL, and the slope at LL < 50 is larger than that at LL > 50. The piecewise linear fitting results are as follows:(2)CL=−41.42+1.34LL,LL<50%,CL=7.92+0.12LL,LL>50%,CR=−23.51+0.73LL,LL<50%,CL=3.43+0.04LL,LL>50%.Figure 3
Relationship between CCL crack parameters and soil LL.


### 3.1.3. Relationship between CB Parameters and LL

The frequency of CB size can be calculated using the following formula:(3)Fd=Nd−0.5δ,d+0.5δN×δ,where N is the total CB number of each CCL, Nd−0.5δ,d+0.5δ is the number of CB with a size of d−0.5δ,d+0.5δ, and δ is the space length.Figure4 shows the CB size probability distribution and its fitting results with a normal distribution function. The fitting parameters are shown in Table 4. The normal distribution relationship between size and number is evident except for Soil #1 because of its extremely small CB number.Figure 4
Probability distribution of CB size and its normal distribution fitting results.Table 4
Normal fitting parameters of CB size probability distribution.
Soil number
Crack block number
Space length,δ (cm)
Expectancy value,μ
Mean square error,σ
Correlation coefficient
Soil #1
2
8
40.4
3.4
0
Soil #2
6
4
18.9
7.4
0.78
Soil #3
19
2
10.3
3.7
0.90
Soil #4
98
1
4.5
2.5
0.99
Soil #5
305
0.5
2.4
1.5
0.98
Soil #6
421
0.5
2.0
1.4
0.94Figure5 shows the relationship between the normal distribution parameters (i.e., the expectancy value and mean square error) of CB size and soil LL. The expectancy value and mean square error decrease sharply with an increase in LL for low LL clays; both parameters exhibit apparent linear relationships with LL. The fitting equation is given as Equation (5). The expectancy value and mean square error are reduced slightly when soil LL is higher than 50%, and the change is not evident:(4)μ=57.7−1.11LL,σ=17.5−0.32LL.Figure 5
Relationship between normal distribution parameters and soil LL.


### 3.1.3. Relationship between REV and LL

Figure6 shows the relative error of CR with an increase in statistics zone size. The relative error volatility of CR changes as statistics zone size increases, but the change range decreases with an increase in statistics zone size. When statistics zone size is larger than some values, the relative error is smaller than 10% but larger than −10%. The minimum statistics zone size (filled dots in Figure 6) is REV size.Figure 6
Relative error of CR under varying window sizes.Figure7 shows the relationship between REV and soil LL. For low soil LL, REV decreases linearly with an increase in soil LL; the linear fitting results are shown in Equation (5). For high soil LL, REV decreases slightly as LL increases. Hence, setting REV as 10 cm for high liquid limit soil is appropriate:(5)REV=90.5−1.6LL.Figure 7
Relationship between REV and soil LL.


## 3.1.1. Crack Characteristic Test Results of the CCLs

Figure2 shows the images of the crack characteristics in the six CCLs after three dry-wet cycles. The crack characteristic parameters are shown in Table 3. For the CCL with low LL (LL < 50%), only a few cracks appear on the CCL surface (Soils #1– #3). As soil LL increases, CR and CL also gradually increase. When LL is close to (Soil #4) or over 50% (Soils #5 and #6), the crack on the CCL surface is close set and uniform.Figure 2
Shrinkage cracking test results of the six types of CCLs. (a) Soil #1. (b) Soil #2. (c) Soil #3. (d) Soil #4. (e) Soil #5. (f) Soil #6.
(a)
(b)
(c)
(d)
(e)
(f)Table 3
Cracking characteristic parameters of the six CCLs.
Soil number
Crack parameters
Crack block parameters
CR (%)
CL (m−1)
Number
Mean area (cm2)
Mean size (cm)
Soil #1
1.26
4.43
2
1190.2
34.5
Soil #2
1.92
5.58
6
400.0
20.0
Soil #3
7.66
15.15
19
125.4
11.2
Soil #4
10.48
21.60
98
125.4
4.9
Soil #5
17.44
31.47
305
24.0
2.8
Soil #6
19.55
35.90
421
5.3
2.3


## 3.1.2. Relationship between Cracking Parameters and LL

Figure3 shows the relationship between CCL crack characteristic parameters and soil LL. With a demarcation point of 50% LL, a piecewise linear relationship exists between crack characteristic parameters and soil LL, and the slope at LL < 50 is larger than that at LL > 50. The piecewise linear fitting results are as follows:(2)CL=−41.42+1.34LL,LL<50%,CL=7.92+0.12LL,LL>50%,CR=−23.51+0.73LL,LL<50%,CL=3.43+0.04LL,LL>50%.Figure 3
Relationship between CCL crack parameters and soil LL.


## 3.1.3. Relationship between CB Parameters and LL

The frequency of CB size can be calculated using the following formula:(3)Fd=Nd−0.5δ,d+0.5δN×δ,where N is the total CB number of each CCL, Nd−0.5δ,d+0.5δ is the number of CB with a size of d−0.5δ,d+0.5δ, and δ is the space length.Figure4 shows the CB size probability distribution and its fitting results with a normal distribution function. The fitting parameters are shown in Table 4. The normal distribution relationship between size and number is evident except for Soil #1 because of its extremely small CB number.Figure 4
Probability distribution of CB size and its normal distribution fitting results.Table 4
Normal fitting parameters of CB size probability distribution.
Soil number
Crack block number
Space length,δ (cm)
Expectancy value,μ
Mean square error,σ
Correlation coefficient
Soil #1
2
8
40.4
3.4
0
Soil #2
6
4
18.9
7.4
0.78
Soil #3
19
2
10.3
3.7
0.90
Soil #4
98
1
4.5
2.5
0.99
Soil #5
305
0.5
2.4
1.5
0.98
Soil #6
421
0.5
2.0
1.4
0.94Figure5 shows the relationship between the normal distribution parameters (i.e., the expectancy value and mean square error) of CB size and soil LL. The expectancy value and mean square error decrease sharply with an increase in LL for low LL clays; both parameters exhibit apparent linear relationships with LL. The fitting equation is given as Equation (5). The expectancy value and mean square error are reduced slightly when soil LL is higher than 50%, and the change is not evident:(4)μ=57.7−1.11LL,σ=17.5−0.32LL.Figure 5
Relationship between normal distribution parameters and soil LL.


## 3.1.3. Relationship between REV and LL

Figure6 shows the relative error of CR with an increase in statistics zone size. The relative error volatility of CR changes as statistics zone size increases, but the change range decreases with an increase in statistics zone size. When statistics zone size is larger than some values, the relative error is smaller than 10% but larger than −10%. The minimum statistics zone size (filled dots in Figure 6) is REV size.Figure 6
Relative error of CR under varying window sizes.Figure7 shows the relationship between REV and soil LL. For low soil LL, REV decreases linearly with an increase in soil LL; the linear fitting results are shown in Equation (5). For high soil LL, REV decreases slightly as LL increases. Hence, setting REV as 10 cm for high liquid limit soil is appropriate:(5)REV=90.5−1.6LL.Figure 7
Relationship between REV and soil LL.


## 3.2. Analysis of Pore Size Distribution (PSD) in CCLs

### 3.1.1. PSD Test Result

Figure8 shows the PSD in the CCLs before (DW0) and after three dry-wet cycles (DW3). The bimodal PSD curves have pore sizes of 0.1, 6, and 80 μm in three troughs. We classify soil pores into three categories based on the classification method of soil pore size in the existing research [3, 18]: large pores (>6 μm), medium pores (6 to 0.1 μm), and small pores (<0.1 μm).Figure 8
PSD in the CCLs before DW0 and DW3.


### 3.2.2. PSD in CCLs before Dry-Wet Cycles

Figure9 shows the different types of pore volume of three CCLs at DW0. The PSD in CCLs differs at DW0 because of the varying ratios of Soil A and Soil B in the mixed soil. As the proportion of Soil B increases in the mixed soil, the amount of large pores decreases, followed by that of medium pores, whereas the amount of small pores increases steadily. This phenomenon can be attributed to two reasons. First, small pores are the dominant pore type in Soil B; hence, the amount of small pores increases with increasing Soil B content in the mixed soil. Second, clay grains (<2 μm) are the dominant mineral content of Soil B. These grains fill in large and medium pores in the mixed soil.Figure 9
Different types of pore volume of three CCLs at DW0.


### 3.2.2. PSD in CCLs after Dry-Wet Cycles

Figure10 shows the pore volume change range of three mixed soil samples before and after three dry-wet cycles. Each point in Figure 10 equals the pore volume of the soil sample before dry-wet cycles subtracts the pore volume after dry-wet cycles. The influence of dry-wet cycles mainly focuses on large pores for Soil #1, big and medium pores for Soil #3, and the medium pores for Soil #5. A trend in which pore size is mainly affected by dry-wet cycles decreases, as soil LL increases is observed. The cycles have minimal effects on the small pores of the three types of mixed soil. This condition is mainly attributed to the fact that effective stress is smaller on small pores than on large and medium pores because of suction cycles [5]. Furthermore, the deformation of pores in soil particles and crystal layers (small pores) is more difficult than in soil aggregates (large and medium pores). After three dry-wet cycles, the total pores in all three soil types decrease, thereby indicating that the shrinkage deformation of soil pores is not completely reversible during dry-wet cycles. The order of the change range of total pores in the three soil types is as follows: Soil #1 > Soil #3 > Soil #5. The range declines with an increase in soil LL and in Soil B content in mixed soil. This phenomenon is mainly attributed to the high bentonite content and strong self-healing capability of pore shrinkage.Figure 10
Pore volume change range of three CCLs from DW0 to DW3.


## 3.1.1. PSD Test Result

Figure8 shows the PSD in the CCLs before (DW0) and after three dry-wet cycles (DW3). The bimodal PSD curves have pore sizes of 0.1, 6, and 80 μm in three troughs. We classify soil pores into three categories based on the classification method of soil pore size in the existing research [3, 18]: large pores (>6 μm), medium pores (6 to 0.1 μm), and small pores (<0.1 μm).Figure 8
PSD in the CCLs before DW0 and DW3.


## 3.2.2. PSD in CCLs before Dry-Wet Cycles

Figure9 shows the different types of pore volume of three CCLs at DW0. The PSD in CCLs differs at DW0 because of the varying ratios of Soil A and Soil B in the mixed soil. As the proportion of Soil B increases in the mixed soil, the amount of large pores decreases, followed by that of medium pores, whereas the amount of small pores increases steadily. This phenomenon can be attributed to two reasons. First, small pores are the dominant pore type in Soil B; hence, the amount of small pores increases with increasing Soil B content in the mixed soil. Second, clay grains (<2 μm) are the dominant mineral content of Soil B. These grains fill in large and medium pores in the mixed soil.Figure 9
Different types of pore volume of three CCLs at DW0.


## 3.2.2. PSD in CCLs after Dry-Wet Cycles

Figure10 shows the pore volume change range of three mixed soil samples before and after three dry-wet cycles. Each point in Figure 10 equals the pore volume of the soil sample before dry-wet cycles subtracts the pore volume after dry-wet cycles. The influence of dry-wet cycles mainly focuses on large pores for Soil #1, big and medium pores for Soil #3, and the medium pores for Soil #5. A trend in which pore size is mainly affected by dry-wet cycles decreases, as soil LL increases is observed. The cycles have minimal effects on the small pores of the three types of mixed soil. This condition is mainly attributed to the fact that effective stress is smaller on small pores than on large and medium pores because of suction cycles [5]. Furthermore, the deformation of pores in soil particles and crystal layers (small pores) is more difficult than in soil aggregates (large and medium pores). After three dry-wet cycles, the total pores in all three soil types decrease, thereby indicating that the shrinkage deformation of soil pores is not completely reversible during dry-wet cycles. The order of the change range of total pores in the three soil types is as follows: Soil #1 > Soil #3 > Soil #5. The range declines with an increase in soil LL and in Soil B content in mixed soil. This phenomenon is mainly attributed to the high bentonite content and strong self-healing capability of pore shrinkage.Figure 10
Pore volume change range of three CCLs from DW0 to DW3.


## 3.3. Result and Analysis of CCL Permeability

### 3.3.1. Permeability Test Result

Table5 presents the permeability test results of CCLs before and after three dry-wet cycles. At the same initial dry density, the initial permeability of the CCLs gradually decreases as Soil B content in the mixed soil increases before the dry-wet cycles. After three dry-wet cycles, the permeability of all the six CCLs increases from their initial values.Table 5
Permeability test results of the six CCLs.
Soil number
Permeability (cm/s)
K
3/k0
K
3
−
k
0
DW0k0
DW3K3
Soil #1
6.75 × 10−7
1.21 × 10−5
17.9
1.14 × 10−5
Soil #2
1.85 × 10−7
5.61 × 10−6
30.3
5.43 × 10−6
Soil #3
6.32 × 10−8
3.38 × 10−7
5.4
2.75 × 10−7
Soil #4
1.24 × 10−8
4.25 × 10−8
3.4
3.01 × 10−8
Soil #5
2.21 × 10−9
2.42 × 10−9
1.1
2.10 × 10−10
Soil #6
1.42 × 10−9
1.48 × 10−9
1.1
2.10 × 10−10


### 3.3.2. Effect of Dry-Wet Cycles on CCL Permeability

Figure11 shows the change in CCL permeability as soil LL increases after three dry-wet cycles. As shown in Figure 11, the permeability ratio (K3/k0) initially increases and then decreases as soil LL increases, and LL at the peak value of K3/k0 is 36.6%. A similar result was confirmed in [11]. However, the permeability D-value (K3 − k0) decreases monotonously as soil LL increases. For low soil LL (<50%), linear relationships exist between permeability D-value and soil LL in a semilog coordinate system; the fitting result is shown in Equation (6). For high soil LL (>50%), permeability D-value change is inconspicuous with a mean value of approximately 1.67 × 10−8 cm/s:(6)logK3−k0=1.719−0.197LL.Figure 11
Change in CCL permeability as soil LL increases after dry-wet cycles.The initial permeability of the CCLs differs for each soil type even at the same initial dry density. The permeability ratioK3/k0 is frequently used in many studies to assess change in soil permeability. However, an increase in permeability mainly results from desiccation cracks that do not close completely during wetting. Permeability after dry-wet cycles can be expressed as follows:(7)K3=1−αKM+αKC,where KM and KC are the permeability of the CB area and crack area, respectively; and α denotes the CR.Research in Wan et al. [3] shows that permeability change in the CB area is inconspicuous (KM≈k0). Meanwhile, the crack area is significantly smaller than the CB area (1−α≈1). Thus, Equation (6) can be transformed into Equation (8) as follows:(8)K3−k0=αKC.Equation (8) shows that using the D-value K3−k0 to evaluate the influence of dry-wet cycles on the permeability of different physical properties of CCLs is reasonable.


## 3.3.1. Permeability Test Result

Table5 presents the permeability test results of CCLs before and after three dry-wet cycles. At the same initial dry density, the initial permeability of the CCLs gradually decreases as Soil B content in the mixed soil increases before the dry-wet cycles. After three dry-wet cycles, the permeability of all the six CCLs increases from their initial values.Table 5
Permeability test results of the six CCLs.
Soil number
Permeability (cm/s)
K
3/k0
K
3
−
k
0
DW0k0
DW3K3
Soil #1
6.75 × 10−7
1.21 × 10−5
17.9
1.14 × 10−5
Soil #2
1.85 × 10−7
5.61 × 10−6
30.3
5.43 × 10−6
Soil #3
6.32 × 10−8
3.38 × 10−7
5.4
2.75 × 10−7
Soil #4
1.24 × 10−8
4.25 × 10−8
3.4
3.01 × 10−8
Soil #5
2.21 × 10−9
2.42 × 10−9
1.1
2.10 × 10−10
Soil #6
1.42 × 10−9
1.48 × 10−9
1.1
2.10 × 10−10


## 3.3.2. Effect of Dry-Wet Cycles on CCL Permeability

Figure11 shows the change in CCL permeability as soil LL increases after three dry-wet cycles. As shown in Figure 11, the permeability ratio (K3/k0) initially increases and then decreases as soil LL increases, and LL at the peak value of K3/k0 is 36.6%. A similar result was confirmed in [11]. However, the permeability D-value (K3 − k0) decreases monotonously as soil LL increases. For low soil LL (<50%), linear relationships exist between permeability D-value and soil LL in a semilog coordinate system; the fitting result is shown in Equation (6). For high soil LL (>50%), permeability D-value change is inconspicuous with a mean value of approximately 1.67 × 10−8 cm/s:(6)logK3−k0=1.719−0.197LL.Figure 11
Change in CCL permeability as soil LL increases after dry-wet cycles.The initial permeability of the CCLs differs for each soil type even at the same initial dry density. The permeability ratioK3/k0 is frequently used in many studies to assess change in soil permeability. However, an increase in permeability mainly results from desiccation cracks that do not close completely during wetting. Permeability after dry-wet cycles can be expressed as follows:(7)K3=1−αKM+αKC,where KM and KC are the permeability of the CB area and crack area, respectively; and α denotes the CR.Research in Wan et al. [3] shows that permeability change in the CB area is inconspicuous (KM≈k0). Meanwhile, the crack area is significantly smaller than the CB area (1−α≈1). Thus, Equation (6) can be transformed into Equation (8) as follows:(8)K3−k0=αKC.Equation (8) shows that using the D-value K3−k0 to evaluate the influence of dry-wet cycles on the permeability of different physical properties of CCLs is reasonable.


## 3.4. Relationship between Soil Structure and Permeability of CCLs

Two phenomena in CCL permeability are presented in this paper. First, CCL permeability decreases as soil LL increases before dry-wet cycles. Second, permeability D-valueK3−k0 decreases monotonously as soil LL increases after three dry-wet cycles. Existing research has shown that CCL permeability is mainly dependent on the soil structure, including macrocracks and micropores. Before dry-wet cycles, the soil structure is only a soil pore structure because no crack is observed in the CCLs. Existing research has shown that a large pore functions as the seepage channel and a medium pore functions as the connectivity channel of the seepage channel. As shown in Figure 9, large and medium pores decrease gradually as Soil B content increases in the mixed soil, which does not only reduce the seepage channel but also reduce pore connectivity, thereby resulting in a significant decrease in CCL permeability.After three dry-wet cycles, the soil structure includes soil pore structure and cracks. Shrinkage cracks cannot completely close during wetting. Studies have already proven that the existence of preferential flow in a crack zone is the main reason for the considerable increase in CCL permeability, whereas the change in permeability in the CB zone is inconspicuous. The crack volume under the saturation condition is equal to the irreversible reduction of the total pore volume in the CCLs. As shown in Figures10 and 11, total pore decrement and permeability D-value K3−k0 decrease as soil LL increases. The mean crack width is also a primary factor that affects CCL permeability under the saturation condition. A linear relationship theoretically exists between permeability and the cube of crack width. Although the total pore volume of Soil #3 is slightly smaller than that of Soil #1, the mean crack width (total pore decrement divided by the total CL) of Soil #3 is evidently smaller than that of Soil #1; thus, the permeability D-value (K3 − k0) of Soil #3 is clearly smaller than that of Soil #1.


## 4. Conclusion

The macro-microstructural damage and permeability change of six clay types under dry-wet cycles was studied in this work. The conclusions drawn are as follows:(1)
A piecewise linear relationship exists between crack parameters and soil LL, and the slope at LL < 50 is larger than the slope at LL > 50. The CB sizes of all the six CCLs correspond to normal distribution. As LL increases, the normal distribution parameters are reduced linearly and rapidly when LL < 50% but gradually when LL > 50%. For low soil LL, REV decreases linearly as soil LL increases. The linear fitting result is REV = 90.5 – 1.6 LL. For high soil LL, REV decreases slightly as LL increases. Therefore, setting REV as 10 cm for high liquid limit soil is appropriate.(2)
The bimodal PSD curves have pore sizes of 0.1, 6, and 80μm in three troughs. Soil pores can be classified into three categories: large pores (>6 μm), medium pores (6 to 0.1 μm), and small pores (<0.1 μm). As clay content increases in mixed soil, the amount of large pores initially decreases, followed by that of medium pores. By contrast, the amount of small pores increases steadily. The influence of dry-wet cycles mainly focuses on large and medium pores, with minimal effects on small pores. A trend in which the effect of dry-wet cycles on pore size decreases as soil LL increases is observed. After three dry-wet cycles, total pore volume and its change range all decrease as soil LL increases.(3)
Before dry-wet cycles, the initial permeability of the CCLs gradually decreases as soil LL increases. After three dry-wet cycles, the permeability of all the six CCLs increases from their initial values. The permeability ratio (K3/k0) initially increases and then decreases as soil LL increases, and LL at the peak value of K3/k0 is 36.1%. However, the permeability D-value (K3 − k0) decreases monotonously as soil LL increases. A linear relationship exists between permeability D-value and soil LL in a semilog coordinate system when LL < 50%, whereas the change in the permeability D-value is inconspicuous with a mean value of approximately 1.67 × 10−8 cm/s when LL > 50%.(4)
Before dry-wet cycles, the amounts of large pores (mainly seepage channels) and medium pores (connective channels of large pores) gradually decrease as soil LL increases, thereby significantly decreasing CCL permeability. Unclosed crack volume and mean width are two main factors that determine the increase in permeability after dry-wet cycles. After three dry-wet cycles, these two factors decrease as soil LL increases, thereby decreasing the permeability D-valueK3−k0.



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*Source: 5796086-2018-11-26.xml*