# Influences of Saturation and Wetting-Drying Cycle on Mechanical Performances of Argillaceous Limestones from Liupanshan Tunnel, China

Authors: Bo Meng; Hongwen Jing; Wenxin Zhu; Haijian Su
Journal: Advances in Materials Science and Engineering
 (2019)

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## Abstract

Water-rock interaction is a vital factor to affect the stabilities of rock projects. This paper conducted a series of experiments on argillaceous limestones to investigate the influences of saturation and wetting-drying cycle on the physical and mechanical performances of rocks. The results show that the increasing saturation increases the dissolution of clay minerals and lubrication among mineral grains, resulting in an obvious reduction effect on the strength and deformation performances of argillaceous limestones. Wetting-drying cycle increases the porosity and changes the pore structure of argillaceous limestones, leading to the pore transformation from small pore (0.01∼0.1μm) to relatively large pore (0.1∼1.0 μm). Both the physical and mechanical performances of argillaceous limestones are weakened by the wetting-drying cycle. Besides, the variation process of the physical and mechanical parameters, including mass loss, density, ultrasonic velocity, compression strength, peak strain, elasticity modulus, and secant modulus, can be divided into two stages: 0∼6th wetting-drying cycle, gently changing, and 6th∼12th wetting-drying cycle, drastically changing. The whole change process of these physical and mechanical parameters with the increase in the wetting-drying cycle number can be expressed with the exponential function in general.


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## Body

## 1. Introduction

The performance of rocks is affected by the geologically buried environment, e.g., temperature, corrosion, and water [1–4]. In the rich-water geological region, the water-rock interaction is a considerable effect to influence the stability of rock masses in projects [5–9]. For the water-rock interaction, the role of water content of rocks has a basic insight. Li et al. [10] reported the influence of water content on the strength and deformation properties of metasiltstone and metasandstone specimens according to the triaxial compressive tests. The reduction of strength by water content is related to friction angle and mi value in the Mohr–Coulomb and Hoek–Brown failure criterions, respectively. Based on the semicircular bending (NSCB) tests, Zhou et al. [11] revealed the quasistatic fracture behavior of sandstones affected by different water extents (ranging from 0 to 3.5%). Secondly, water usually has certain chemical corrosion to the rocks due to the industry pollution, which cannot be neglected. Li et al. [12] proposed a chemical damage model to predict the long-term strength of rock masses through the chemical-mechanical simulation tests. Han et al. [13] investigated the damage mechanism and mechanical properties of sandstone specimens from a Chinese riverbank slope under the coupling effects of chemical solution and rapid freeze-thaw cycle. Cai et al. [14] studied the changes in mechanical property and porosity of sandstones subjected to chemical erosion under different pH values, according to the uniaxial mechanical tests and nuclear magnetic resonance (NMR). Besides, the water, especially confined water, possesses the permeation effect to the rock [15, 16]. Bidgoli and Jing [17] evaluated the effect of water pressure on the strength and deformation parameters of fractured rock masses using the discrete element method (DEM). Cheng et al. [18] presented the failure mechanism of granites from Alxa area of China, under different confinements and water pressures.In some specific natural engineering environments such as water-level fluctuation in reservoir or dam and seasonal rainfall, the wetting-drying cycle phenomenon is very common to the rock, which has recently become the issue of interest among researchers [19–21]. In this paper, the conventional triaxial compression tests with different confining pressures are firstly conducted on the argillaceous limestone specimens, collected from the Liupanshan tunnel, China, to investigate the effect of saturation on the mechanical performances. Then, the physical and mechanical performances, and microscopic feature of argillaceous limestones subjected to wetting-drying cyclic treatment, are experimentally analyzed in detail, according to the measurements of mass, density and ultrasonic wave, uniaxial compression, and scanning electron microscope (SEM) tests. Finally, NMR tests are also conducted on the argillaceous limestones to investigate the influence of cyclic wetting-drying on the variations in porosity and pore structure.


## 2. Experimental Method

The argillaceous limestone was collected from the Liupanshan tunnel, located in the Ningxia Autonomous Region in northwest China, as shown in Figure1. The outcrop strata in the tunnel site are mainly Cretaceous, tertiary and quaternary accumulations overlying the bedrock. The tunnel mainly passes through Cretaceous strata, whose lithology is mainly composed of conglomerate, sandstone, argillaceous limestone, and argillaceous sandstone. Around the sampling location, the maximum horizontal principal stress is between 9.98 and 16.68 MPa, the minimum horizontal principal stress is between 6.0 and 11.0 MPa, and the vertical stress is between 7.0 and 13.0 MPa. The tunnel area is rich in groundwater, mainly manifesting as the quaternary loose rock pore water, clastic rock weathering fissure water, bedrock fissure water, fracture zone structure fissure water, and so on. Meanwhile, the climate is provided with the obvious feature of seasonal rainfall, leading to the continuous cycle effect of wetting-drying on the rock mass in tunnels. The collected argillaceous limestone is gray in a natural state, with the main mineral composition of quartz, silica, dolomite, and calcite. The chemical compositions of this argillaceous limestone are listed in Table 1.Figure 1
Sampling location of argillaceous limestone in this study.Table 1
Chemical compositions of argillaceous limestones.
SiO2
CaO
Al2O3
MgO
Fe2O3
K2O
Na2O
Others
45.85%
18.28%
13.70%
10.44%
5.80%
2.30%
1.53%
2.09%After drilling, cutting, and polishing in the laboratory, the argillaceous limestone block was processed into the standard cylinder specimens with the diameter and height of 50 mm and 100 mm, respectively, as shown in Figure2(a). The prepared argillaceous limestone specimens were divided into two groups to study the saturation effect and the cycle effect of wetting-drying, respectively.Figure 2
(a) Argillaceous limestone specimens and (b) RTX-4000 GCTS rock mechanics test system.
(a)
(b)To study the saturation effect, the specimens were firstly filled with the water under the pressure of 90 Pa for 72 hours, using a BH-1 vacuum pressure saturation device. Then, the specimens were taken out from the saturation device and were immediately utilized to conduct the conventional triaxial compression tests, with the confining pressures of 0, 5, 10, and 15 MPa, respectively, using a RTX-4000 GCTS rock mechanics test system (Figure2(b)). The maximum loading capacities of axial load and confining pressure of this system are 4000 kN and 140 MPa, respectively. A micro-II rock acoustic emission testing device made by PAC (Physical Acoustic Corporation) was also provided for the rock mechanics test system.For the cycle effect of wetting-drying, the argillaceous limestone specimens were firstly saturated in the water for 3 days and then dried in the natural state for 3 days [22–24]. This process was defined as a cycle of wetting-drying. A total of 12 cycles of wetting-drying were conducted on the specimens. After each cycle, the mass, density, and ultrasonic velocity were measured. The prepared argillaceous limestone specimens after different cycles of wetting-drying were firstly used to conduct the NMR tests to obtain the pore features, using a Macro MR12-150H-I low-field NMR test system. Then, the uniaxial compression tests were carried out at a constant loading rate of 2 × 10−3 mm/s to investigate the influence of the wetting-drying cycle on the mechanical performances. Before testing, the acoustic emission (AE) sensor was installed on the surface of the specimens to collect the acoustical information during the loading process. Besides, the natural specimens, without saturated water, were also tested as the reference.


## 3. Influence of Saturation on the Mechanical Performances

The variations in the triaxial compression strengthσs and elasticity modulus Ea of the argillaceous limestone specimens in the saturated and natural states, respectively, with different confining pressures σ3, are shown in Figure 3. With the increment of confining pressure, both the triaxial compression strength and elasticity modulus present the approximately linear increasing trends. As the confining pressure increases from 0 to 15 MPa, the triaxial compression strength increases from 56.56 to 129.83 MPa for the saturated state and from 82.47 to 165.64 MPa for the natural state, by the rates of 129.54% and 100.85%, respectively. The elasticity modulus increases from 5.69 to 8.12 GPa for the saturated state and from 8.89 to 13.08 GPa for the natural state, by the rates of 42.71% and 47.13%, respectively.Figure 3
Effect of confining pressure on the (a) triaxial compression strength and (b) elasticity modulus of the argillaceous limestone specimens in the saturated and natural states, respectively.
(a)
(b)Figure3 shows that the saturation has the obvious attenuating effect on the strength and deformation performances of the argillaceous limestone specimens. Compared with the natural state, the triaxial compression strength for the saturated state decreases by 31.42% (σ3 = 0 MPa), 25.15% (σ3 = 5 MPa), 24.63% (σ3 = 10 MPa), and 21.62% (σ3 = 15 MPa), respectively. Similarly, the elasticity modulus decreases by 36.00% (σ3 = 0 MPa), 47.85% (σ3 = 5 MPa), 47.78% (σ3 = 10 MPa), and 37.92% (σ3 = 15 MPa), respectively.Based on the linear Mohr–Coulomb (M-C) strength criterion (equation (1)), the cohesion c and friction angle φ of argillaceous limestones were obtained, as shown in Figure 4:(1)σs=2ccosφ1−sinφ+1+sinφ1−sinφσ3.Figure 4
Cohesion and friction angle of argillaceous limestone in the natural and saturated states, respectively.In the natural state, the argillaceous limestone has the constant cohesion and friction angle of 18.61 MPa and 43.08°, respectively. However, in the saturated state, both the cohesion and friction angle show decreasing trends, by the rates of 25.90% and 6.59%, respectively. The degradation effect of saturations can be attributed to two reasons. One is that some clay minerals, which widely exist in the argillaceous rock, are dissolved in the water, leading to the increasing porosity and structural damage of rocks. The other reason is that the lubrication performance of water in rocks decreases the friction among the mineral grains, resulting in the attenuation of bearing capacity of argillaceous limestones.


## 4. Cycle Effect of Wetting and Drying

### 4.1. Physical Performances

The performance of argillaceous limestones, which does not just depend on the saturated state, is also influenced by the cycle effect of wetting-drying. In order to visually investigate the variation in the mass of argillaceous limestone treated by the wetting-drying cycle, mass loss level was defined as(2)k=mn−mcmn×100%,where k is the mass loss level and mn and mc are the masses in the natural state and after the wetting-drying cycle, respectively.Figure5 shows the variation in mass loss level of the argillaceous limestone specimens with different wetting-drying cycle number N. With the increase in N, mass loss level increases gradually in general. In the cycle process of wetting-drying, some mineral grains, especially clay minerals, are carried away from the specimen, companying with the water. The gradual loss of mineral grains inevitability leads to the reduction in mass [25, 26]. According to the changing trend of mass loss level, two stages can be further identified: stable influencing stage (0th–6th) and drastic influencing stage (6th–12th), as shown in Figure 5. As N rises from 0 to 6, mass loss level presents a stable increasing trend and increases by 0.52%. However, when N rises from 6 to 12, mass loss level drastically changes and increases from 0.52% to 1.86%. This phenomenon illustrates that the damaging effect of the wetting-drying cycle on the physical performances of argillaceous limestones is exhibited in a staged way, instead of a continuous way. This sectionalized feature is impacted by the content of clay minerals, cementing property among the mineral grains, interaction between water and clay mineral, and so on.Figure 5
Variation in mass loss level with different wetting-drying cycle number.Variations in density and ultrasonic velocity of argillaceous limestones with differentN are shown in Figure 6. With the increase in N, density and ultrasonic velocity decrease gradually. As N rises from 0 to 12, density decreases from 2.51 to 2.46 g/cm3, and ultrasonic velocity decreases from 3.6 to 2.01 km/s, with the reduction extents of 1.91% and 44.10%, respectively. Before and after the 6th wetting-drying cycle, ultrasonic velocity also shows the sectionalized feature, which is similar to the mass loss. Generally, the variations in mass loss level, density, and ultrasonic velocity with the increase in N can be expressed by the exponential function, with the correlation coefficients of 0.99, 0.98, and 0.98, respectively, as shown in Figures 5 and 6.Figure 6
Variations in density and ultrasonic velocity with different wetting-drying cycle number.


### 4.2. Mechanical Performances

The variations in compression strengthσ0, peak strain ε0, elasticity modulus Ea, and secant modulus E50 of the argillaceous limestone specimens after the wetting-drying cycle under uniaxial compression are shown in Figure 7, and the detailed values are listed in Table 2, in which the peak strain indicates the axial strain under a peak axial stress. With the increase in N, all the compression strength, elasticity modulus, and secant modulus decrease gradually, while the peak strain increases. As N increases from 0 to 12, the compression strength decreases from 81.83 to 51.25 MPa, by a rate of 37.37%. The elasticity modulus decreases from 8.89 to 4.96 GPa, by a rate of 44.21%. And the secant modulus decreases from 6.17 to 3.28 GPa, by a rate of 46.84%. However, the peak strain increases from 1.15 × 10−2 to 1.43 × 10−2, by a rate of 24.35%. In the cycle process of wetting-drying, the structural damage caused by the loss of mineral grains is one reason for the degradation of the mechanical performances of argillaceous limestones [27]. Another reason is that the wetting-drying cycle gives rise to the reduction of bonding performance among the mineral grains, leading to the decrease of bearing capacity. In general, the variations in compression strength, peak strain, elasticity modulus, and secant modulus versus N can be expressed by the exponential function with the correlation coefficients of 0.90∼0.98, as follows:(3)σ0=83.40−1.24eN/3.68,R2=0.98,ε0=1.06+1.91×10−3eN+28.78/7.76,R2=0.90,Ea=10.04−0.98eN/7.10,R2=0.90,E50=6.39−0.2998eN/5.09,R2=0.95.Figure 7
Variations in (a) compression strength, (b) peak strain, (c) elasticity modulus, and (d) secant modulus versus the wetting-drying cycle number.
(a)
(b)
(c)
(d)Table 2
Mechanical and pore parameters of argillaceous limestones after the wetting-drying cycle.
N
σ
0 (MPa)
ε
0 (×10−2)
E
0 (GPa)
E
50 (GPa)
ϕ (%)
Pe (%)
0∼0.01μm
0.01∼0.1μm
0.1∼1.0μm
>1.0μm
0
81.83
1.15
8.89
6.17
8.73
0.10
10.18
87.88
1.84
3
80.13
1.17
8.55
5.75
8.82
0.27
7.83
90.48
1.42
6
79.16
1.21
8.46
5.61
8.84
0.23
6.13
91.32
2.32
8
71.19
1.32
6.65
4.75
9.41
0.02
7.83
90.86
1.29
10
64.49
1.33
5.71
4.53
9.52
0.01
7.06
91.46
1.47
12
51.25
1.43
4.96
3.28
9.55
0.02
7.03
92.24
0.71As shown in Figure7, before and after the 6th cycle of wetting-drying, the mechanical parameters including compression strength, peak strain, elasticity modulus, and secant modulus are presented in a staged way, which are similar to the physical parameters. In the first stage, for N = 0∼6, the compression strength, elasticity modulus, and secant modulus decrease by the rates of 3.26%, 4.84%, and 9.08%, respectively, and the peak strain increases by a rate of 5.22%. In the second stage, from 6th to 12th wetting-drying cycle, the changing rates of compression strength, peak strain, elasticity modulus, and secant modulus are 35.26%, 18.18%, 41.37%, and 41.53%, respectively, which are much larger than those in the first stage. This sectionalized feature can be explained by the SEM images, as shown in Figure 8. With the increase in N, the mineral structure grew looser. Besides, the fracture phenomena among the mineral grains, caused by wetting-drying cycle, were more widespread after the 6th cycle, which leads to the saltation in the physical and mechanical performances.Figure 8
SEM images of argillaceous limestones after the cycle effect of wetting-drying: (a)N = 0, (b) N = 3, (c) N = 6, (d) N = 8, (e) N = 10, and (f) N = 12.
(a)
(b)
(c)
(d)
(e)
(f)The AE count distribution of the argillaceous limestone specimens in the loading process of uniaxial compression is also dominated by the cycle effect of wetting-drying, as shown in Figure9. When N = 0, the AE counts are mainly concentrated near the peak stress point, but are relatively less in the early and medium periods, showing an obvious brittleness feature. When N = 6, the obvious AE counts initiate from the time corresponding to approximately 50% of the peak stress. The larger N, the earlier the AE counts appear. For N = 12, the prominent AE counts are collected in the time corresponding to approximately 20% of the peak stress. Further, the peak AE count in the loading process also appears a drastic reduction from 3714 (N = 0) to 3346 (N = 6) and then to 1484 (N = 12). This acoustic phenomenon illustrates that the wetting-drying cycle effectively reduces the brittleness of argillaceous limestones, especially after the 6th wetting-drying cycle.Figure 9
AE count distributions of the argillaceous limestone specimens in the loading process of uniaxial compression.
(a)
(b)
(c)The increase inN results in the variations in physical properties as well as the mechanical performances. For the rock materials, the mechanical performances are usually related to the physical properties. This correlation can contribute to the prediction of the mechanical performances based on the basic physical parameters. For instance, the experimental result from Lü et al. [28] indicated that the tensile strength of Linyi sandstone affected by high temperature displays a quadratic function with the longitudinal wave velocity in the temperature range of 25∼900°C. Kahraman [29] found an exponential relationship between the uniaxial compressive strength and sound velocity according to the summary on 48 different rocks. In this study, a linear function is applied to describe the relationships between the physical and mechanical performances, as shown in Figure 10. With the increase in mass loss level, compression strength, elasticity modulus, and secant modulus decrease gradually, while peak strain increases. However, compression strength, elasticity modulus, and secant modulus all increases in general with the increases in density and ultrasonic velocity, while peak strain decreases gradually.Figure 10
Relationships between physical and mechanical parameters. (a)σ0, ε0, Ea, E50 vs. k, (b) σ0, ε0, Ea, E50 vs. ρ, and (c) σ0, ε0, Ea, E50 vs. v.
(a)
(b)
(c)


### 4.3. Pore Structure

The porosityϕ of argillaceous limestones after the wetting-drying cycle was measured by the NMR tests, as shown in Figure 11. With the increasing N, the porosity presents a gradually increasing trend in general, which is contrary to the compression strength, elasticity modulus, and secant modulus. As N changes from 0 to 12, the porosity increases from 8.73% to 9.55%, by a rate of 9.39%. The porosity also presents a sectionalized feature before and after the 6th cycle, which is the same with other physical and mechanical parameters. For N = 6∼12, the increasing rate of porosity is 8.03%, which is much larger than that (1.26%) for N = 0∼6.Figure 11
Variation in porosity versus the wetting-drying cycle number.TheT2 curves of the argillaceous limestone specimens after the wetting-drying cycle from the NMR tests are shown in Figure 12. The T2 curves all present a single-peak feature in general, reaching the peaks in T2 = 2.967∼3.181 ms. With the increase in N from 0 to 12, the peak signal value gradually increases, from 3188.49 to 3758.72, by a rate of 17.88%. Due to the small scale, the rock pore can be simplified as the ball. The pore distributions of the argillaceous limestone specimens after the wetting-drying cycle are calculated from the T2 curves. According to the ball radius r, the pores can be divided into four groups by r = 0∼0.01 μm, 0.01∼0.1 μm, 0.1∼1.0 μm and >1.0 μm, respectively, and the volume ratio Pe of each group is listed in Table 2, in which the volume ratio Pe is the ratio of pore volume in each group to the total pore volume.Figure 12
T2 curves of argillaceous limestones after the cycle effect of wetting-drying.As tabulated in Table2, the maximal volume ratio is focused on the pore radius between 0.1 and 1.0 μm, which occupies 90.71% of the total pore volume. The second large volume ratio is obtained in the radius range of 0.01∼0.1 μm, which occupies 7.68% of the total pore volume. The minimum volume ratio is located in Pe (0∼0.01 μm), with the mean value of 0.11%. This illustrates that Pe (0.1∼1.0 μm) and Pe (0.01∼0.1 μm) dominate the pore structure of argillaceous limestones, having a total volume ratio of 97.45%∼99.27%. The variations in Pe (0.1∼1.0 μm) and Pe (0.01∼0.1 μm) versus N are shown in Figure 13. With the increase in N, Pe (0.01∼0.1 μm) gradually decreases in general, while Pe (0.1∼1.0 μm) presents an approximately increasing trend. Under the wetting-drying cycle effect, clay minerals run away from the argillaceous limestone, resulting in the initiation of new pores and the development of original pores. Meanwhile, the loss of clay minerals also brings rise to the connections among pores [30]. Generally, the wetting-drying cycle leads to the change in argillaceous limestone from small pore to relatively large pore, which is highly consistent with the SEM results. These results commendably interpret the changes in the physical and mechanical performances.Figure 13
Variations in Pe (0.01∼0.1μm) and Pe (0.1∼1.0 μm) versus the wetting-drying cycle number.
(a)
(b)


## 4.1. Physical Performances

The performance of argillaceous limestones, which does not just depend on the saturated state, is also influenced by the cycle effect of wetting-drying. In order to visually investigate the variation in the mass of argillaceous limestone treated by the wetting-drying cycle, mass loss level was defined as(2)k=mn−mcmn×100%,where k is the mass loss level and mn and mc are the masses in the natural state and after the wetting-drying cycle, respectively.Figure5 shows the variation in mass loss level of the argillaceous limestone specimens with different wetting-drying cycle number N. With the increase in N, mass loss level increases gradually in general. In the cycle process of wetting-drying, some mineral grains, especially clay minerals, are carried away from the specimen, companying with the water. The gradual loss of mineral grains inevitability leads to the reduction in mass [25, 26]. According to the changing trend of mass loss level, two stages can be further identified: stable influencing stage (0th–6th) and drastic influencing stage (6th–12th), as shown in Figure 5. As N rises from 0 to 6, mass loss level presents a stable increasing trend and increases by 0.52%. However, when N rises from 6 to 12, mass loss level drastically changes and increases from 0.52% to 1.86%. This phenomenon illustrates that the damaging effect of the wetting-drying cycle on the physical performances of argillaceous limestones is exhibited in a staged way, instead of a continuous way. This sectionalized feature is impacted by the content of clay minerals, cementing property among the mineral grains, interaction between water and clay mineral, and so on.Figure 5
Variation in mass loss level with different wetting-drying cycle number.Variations in density and ultrasonic velocity of argillaceous limestones with differentN are shown in Figure 6. With the increase in N, density and ultrasonic velocity decrease gradually. As N rises from 0 to 12, density decreases from 2.51 to 2.46 g/cm3, and ultrasonic velocity decreases from 3.6 to 2.01 km/s, with the reduction extents of 1.91% and 44.10%, respectively. Before and after the 6th wetting-drying cycle, ultrasonic velocity also shows the sectionalized feature, which is similar to the mass loss. Generally, the variations in mass loss level, density, and ultrasonic velocity with the increase in N can be expressed by the exponential function, with the correlation coefficients of 0.99, 0.98, and 0.98, respectively, as shown in Figures 5 and 6.Figure 6
Variations in density and ultrasonic velocity with different wetting-drying cycle number.


## 4.2. Mechanical Performances

The variations in compression strengthσ0, peak strain ε0, elasticity modulus Ea, and secant modulus E50 of the argillaceous limestone specimens after the wetting-drying cycle under uniaxial compression are shown in Figure 7, and the detailed values are listed in Table 2, in which the peak strain indicates the axial strain under a peak axial stress. With the increase in N, all the compression strength, elasticity modulus, and secant modulus decrease gradually, while the peak strain increases. As N increases from 0 to 12, the compression strength decreases from 81.83 to 51.25 MPa, by a rate of 37.37%. The elasticity modulus decreases from 8.89 to 4.96 GPa, by a rate of 44.21%. And the secant modulus decreases from 6.17 to 3.28 GPa, by a rate of 46.84%. However, the peak strain increases from 1.15 × 10−2 to 1.43 × 10−2, by a rate of 24.35%. In the cycle process of wetting-drying, the structural damage caused by the loss of mineral grains is one reason for the degradation of the mechanical performances of argillaceous limestones [27]. Another reason is that the wetting-drying cycle gives rise to the reduction of bonding performance among the mineral grains, leading to the decrease of bearing capacity. In general, the variations in compression strength, peak strain, elasticity modulus, and secant modulus versus N can be expressed by the exponential function with the correlation coefficients of 0.90∼0.98, as follows:(3)σ0=83.40−1.24eN/3.68,R2=0.98,ε0=1.06+1.91×10−3eN+28.78/7.76,R2=0.90,Ea=10.04−0.98eN/7.10,R2=0.90,E50=6.39−0.2998eN/5.09,R2=0.95.Figure 7
Variations in (a) compression strength, (b) peak strain, (c) elasticity modulus, and (d) secant modulus versus the wetting-drying cycle number.
(a)
(b)
(c)
(d)Table 2
Mechanical and pore parameters of argillaceous limestones after the wetting-drying cycle.
N
σ
0 (MPa)
ε
0 (×10−2)
E
0 (GPa)
E
50 (GPa)
ϕ (%)
Pe (%)
0∼0.01μm
0.01∼0.1μm
0.1∼1.0μm
>1.0μm
0
81.83
1.15
8.89
6.17
8.73
0.10
10.18
87.88
1.84
3
80.13
1.17
8.55
5.75
8.82
0.27
7.83
90.48
1.42
6
79.16
1.21
8.46
5.61
8.84
0.23
6.13
91.32
2.32
8
71.19
1.32
6.65
4.75
9.41
0.02
7.83
90.86
1.29
10
64.49
1.33
5.71
4.53
9.52
0.01
7.06
91.46
1.47
12
51.25
1.43
4.96
3.28
9.55
0.02
7.03
92.24
0.71As shown in Figure7, before and after the 6th cycle of wetting-drying, the mechanical parameters including compression strength, peak strain, elasticity modulus, and secant modulus are presented in a staged way, which are similar to the physical parameters. In the first stage, for N = 0∼6, the compression strength, elasticity modulus, and secant modulus decrease by the rates of 3.26%, 4.84%, and 9.08%, respectively, and the peak strain increases by a rate of 5.22%. In the second stage, from 6th to 12th wetting-drying cycle, the changing rates of compression strength, peak strain, elasticity modulus, and secant modulus are 35.26%, 18.18%, 41.37%, and 41.53%, respectively, which are much larger than those in the first stage. This sectionalized feature can be explained by the SEM images, as shown in Figure 8. With the increase in N, the mineral structure grew looser. Besides, the fracture phenomena among the mineral grains, caused by wetting-drying cycle, were more widespread after the 6th cycle, which leads to the saltation in the physical and mechanical performances.Figure 8
SEM images of argillaceous limestones after the cycle effect of wetting-drying: (a)N = 0, (b) N = 3, (c) N = 6, (d) N = 8, (e) N = 10, and (f) N = 12.
(a)
(b)
(c)
(d)
(e)
(f)The AE count distribution of the argillaceous limestone specimens in the loading process of uniaxial compression is also dominated by the cycle effect of wetting-drying, as shown in Figure9. When N = 0, the AE counts are mainly concentrated near the peak stress point, but are relatively less in the early and medium periods, showing an obvious brittleness feature. When N = 6, the obvious AE counts initiate from the time corresponding to approximately 50% of the peak stress. The larger N, the earlier the AE counts appear. For N = 12, the prominent AE counts are collected in the time corresponding to approximately 20% of the peak stress. Further, the peak AE count in the loading process also appears a drastic reduction from 3714 (N = 0) to 3346 (N = 6) and then to 1484 (N = 12). This acoustic phenomenon illustrates that the wetting-drying cycle effectively reduces the brittleness of argillaceous limestones, especially after the 6th wetting-drying cycle.Figure 9
AE count distributions of the argillaceous limestone specimens in the loading process of uniaxial compression.
(a)
(b)
(c)The increase inN results in the variations in physical properties as well as the mechanical performances. For the rock materials, the mechanical performances are usually related to the physical properties. This correlation can contribute to the prediction of the mechanical performances based on the basic physical parameters. For instance, the experimental result from Lü et al. [28] indicated that the tensile strength of Linyi sandstone affected by high temperature displays a quadratic function with the longitudinal wave velocity in the temperature range of 25∼900°C. Kahraman [29] found an exponential relationship between the uniaxial compressive strength and sound velocity according to the summary on 48 different rocks. In this study, a linear function is applied to describe the relationships between the physical and mechanical performances, as shown in Figure 10. With the increase in mass loss level, compression strength, elasticity modulus, and secant modulus decrease gradually, while peak strain increases. However, compression strength, elasticity modulus, and secant modulus all increases in general with the increases in density and ultrasonic velocity, while peak strain decreases gradually.Figure 10
Relationships between physical and mechanical parameters. (a)σ0, ε0, Ea, E50 vs. k, (b) σ0, ε0, Ea, E50 vs. ρ, and (c) σ0, ε0, Ea, E50 vs. v.
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## 4.3. Pore Structure

The porosityϕ of argillaceous limestones after the wetting-drying cycle was measured by the NMR tests, as shown in Figure 11. With the increasing N, the porosity presents a gradually increasing trend in general, which is contrary to the compression strength, elasticity modulus, and secant modulus. As N changes from 0 to 12, the porosity increases from 8.73% to 9.55%, by a rate of 9.39%. The porosity also presents a sectionalized feature before and after the 6th cycle, which is the same with other physical and mechanical parameters. For N = 6∼12, the increasing rate of porosity is 8.03%, which is much larger than that (1.26%) for N = 0∼6.Figure 11
Variation in porosity versus the wetting-drying cycle number.TheT2 curves of the argillaceous limestone specimens after the wetting-drying cycle from the NMR tests are shown in Figure 12. The T2 curves all present a single-peak feature in general, reaching the peaks in T2 = 2.967∼3.181 ms. With the increase in N from 0 to 12, the peak signal value gradually increases, from 3188.49 to 3758.72, by a rate of 17.88%. Due to the small scale, the rock pore can be simplified as the ball. The pore distributions of the argillaceous limestone specimens after the wetting-drying cycle are calculated from the T2 curves. According to the ball radius r, the pores can be divided into four groups by r = 0∼0.01 μm, 0.01∼0.1 μm, 0.1∼1.0 μm and >1.0 μm, respectively, and the volume ratio Pe of each group is listed in Table 2, in which the volume ratio Pe is the ratio of pore volume in each group to the total pore volume.Figure 12
T2 curves of argillaceous limestones after the cycle effect of wetting-drying.As tabulated in Table2, the maximal volume ratio is focused on the pore radius between 0.1 and 1.0 μm, which occupies 90.71% of the total pore volume. The second large volume ratio is obtained in the radius range of 0.01∼0.1 μm, which occupies 7.68% of the total pore volume. The minimum volume ratio is located in Pe (0∼0.01 μm), with the mean value of 0.11%. This illustrates that Pe (0.1∼1.0 μm) and Pe (0.01∼0.1 μm) dominate the pore structure of argillaceous limestones, having a total volume ratio of 97.45%∼99.27%. The variations in Pe (0.1∼1.0 μm) and Pe (0.01∼0.1 μm) versus N are shown in Figure 13. With the increase in N, Pe (0.01∼0.1 μm) gradually decreases in general, while Pe (0.1∼1.0 μm) presents an approximately increasing trend. Under the wetting-drying cycle effect, clay minerals run away from the argillaceous limestone, resulting in the initiation of new pores and the development of original pores. Meanwhile, the loss of clay minerals also brings rise to the connections among pores [30]. Generally, the wetting-drying cycle leads to the change in argillaceous limestone from small pore to relatively large pore, which is highly consistent with the SEM results. These results commendably interpret the changes in the physical and mechanical performances.Figure 13
Variations in Pe (0.01∼0.1μm) and Pe (0.1∼1.0 μm) versus the wetting-drying cycle number.
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## 5. Conclusions

In this study, argillaceous limestones from the Liupanshan tunnel (China) were saturated and treated by the wetting-drying cycle to investigate the variations in the physical and mechanical performances. The SEM and NMR tests were also conducted on the specimens to reveal the microscopic feature and structure. Some conclusions can be obtained as follows:(1)
The saturation effect promotes the dissolution of clay minerals in argillaceous limestone and reduces the friction among the mineral grains, which leads to attenuations in the strength and deformation performances of the specimens. The cohesion and friction in the saturated state decrease by 25.90% and 6.59%, respectively, compared with those in the natural state.(2)
With an increase in the wetting-drying cycle number, density, ultrasonic velocity, compression strength, elasticity modulus, and secant modulus decrease gradually, while mass loss level increases. The variation process of these physical and mechanical parameters follows the exponential function with the increase in the wetting-drying cycle number in general.(3)
Wetting-drying cycle effect gives rise to the development of microscopic fractures, as well as the increase in porosity, especially after the 6th cycle. The pore structure of argillaceous limestone under the wetting-drying cycle effect also redistributes. The percentage of the small pore (0.01∼0.1 μm) decreases gradually, while that of the relatively large pore (0.1∼1.0 μm) increases in general.



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*Source: 9236172-2019-08-08.xml*