Research Article  Open Access
Bo Meng, Hongwen Jing, Wenxin Zhu, Haijian Su, "Influences of Saturation and WettingDrying Cycle on Mechanical Performances of Argillaceous Limestones from Liupanshan Tunnel, China", Advances in Materials Science and Engineering, vol. 2019, Article ID 9236172, 10 pages, 2019. https://doi.org/10.1155/2019/9236172
Influences of Saturation and WettingDrying Cycle on Mechanical Performances of Argillaceous Limestones from Liupanshan Tunnel, China
Abstract
Waterrock 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 wettingdrying 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. Wettingdrying cycle increases the porosity and changes the pore structure of argillaceous limestones, leading to the pore transformation from small pore (0.01∼0.1 μm) to relatively large pore (0.1∼1.0 μm). Both the physical and mechanical performances of argillaceous limestones are weakened by the wettingdrying 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∼6^{th} wettingdrying cycle, gently changing, and 6^{th}∼12^{th} wettingdrying cycle, drastically changing. The whole change process of these physical and mechanical parameters with the increase in the wettingdrying cycle number can be expressed with the exponential function in general.
1. Introduction
The performance of rocks is affected by the geologically buried environment, e.g., temperature, corrosion, and water [1–4]. In the richwater geological region, the waterrock interaction is a considerable effect to influence the stability of rock masses in projects [5–9]. For the waterrock 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 m_{i} 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 longterm strength of rock masses through the chemicalmechanical 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 freezethaw 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 waterlevel fluctuation in reservoir or dam and seasonal rainfall, the wettingdrying 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 wettingdrying 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 wettingdrying 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 Figure 1. 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 wettingdrying 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.

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 Figure 2(a). The prepared argillaceous limestone specimens were divided into two groups to study the saturation effect and the cycle effect of wettingdrying, respectively.
(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 BH1 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 RTX4000 GCTS rock mechanics test system (Figure 2(b)). The maximum loading capacities of axial load and confining pressure of this system are 4000 kN and 140 MPa, respectively. A microII 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 wettingdrying, 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 wettingdrying. A total of 12 cycles of wettingdrying 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 wettingdrying were firstly used to conduct the NMR tests to obtain the pore features, using a Macro MR12150HI lowfield 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 wettingdrying 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 strength σ_{s} and elasticity modulus E_{a} of the argillaceous limestone specimens in the saturated and natural states, respectively, with different confining pressures σ_{3}, 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.
(a)
(b)
Figure 3 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% (σ_{3} = 0 MPa), 25.15% (σ_{3} = 5 MPa), 24.63% (σ_{3} = 10 MPa), and 21.62% (σ_{3} = 15 MPa), respectively. Similarly, the elasticity modulus decreases by 36.00% (σ_{3} = 0 MPa), 47.85% (σ_{3} = 5 MPa), 47.78% (σ_{3} = 10 MPa), and 37.92% (σ_{3} = 15 MPa), respectively.
Based on the linear Mohr–Coulomb (MC) strength criterion (equation (1)), the cohesion c and friction angle φ of argillaceous limestones were obtained, as shown in Figure 4:
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 wettingdrying. In order to visually investigate the variation in the mass of argillaceous limestone treated by the wettingdrying cycle, mass loss level was defined aswhere k is the mass loss level and m_{n} and m_{c} are the masses in the natural state and after the wettingdrying cycle, respectively.
Figure 5 shows the variation in mass loss level of the argillaceous limestone specimens with different wettingdrying cycle number N. With the increase in N, mass loss level increases gradually in general. In the cycle process of wettingdrying, 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 (0^{th}–6^{th}) and drastic influencing stage (6^{th}–12^{th}), 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 wettingdrying 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.
Variations in density and ultrasonic velocity of argillaceous limestones with different N 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/cm^{3}, 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 6^{th} wettingdrying 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.
4.2. Mechanical Performances
The variations in compression strength σ_{0}, peak strain ε_{0}, elasticity modulus E_{a}, and secant modulus E_{50} of the argillaceous limestone specimens after the wettingdrying 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 wettingdrying, 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 wettingdrying 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:
(a)
(b)
(c)
(d)

As shown in Figure 7, before and after the 6^{th} cycle of wettingdrying, 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 6^{th} to 12^{th} wettingdrying 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 wettingdrying cycle, were more widespread after the 6^{th} cycle, which leads to the saltation in the physical and mechanical performances.
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(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 wettingdrying, as shown in Figure 9. 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 wettingdrying cycle effectively reduces the brittleness of argillaceous limestones, especially after the 6^{th} wettingdrying cycle.
(a)
(b)
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The increase in N 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.
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(b)
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4.3. Pore Structure
The porosity ϕ of argillaceous limestones after the wettingdrying 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 6^{th} 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.
The T_{2} curves of the argillaceous limestone specimens after the wettingdrying cycle from the NMR tests are shown in Figure 12. The T_{2} curves all present a singlepeak feature in general, reaching the peaks in T_{2} = 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 wettingdrying cycle are calculated from the T_{2} 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.
As tabulated in Table 2, 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 wettingdrying 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 wettingdrying 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.
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5. Conclusions
In this study, argillaceous limestones from the Liupanshan tunnel (China) were saturated and treated by the wettingdrying 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 wettingdrying 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 wettingdrying cycle number in general.(3)Wettingdrying cycle effect gives rise to the development of microscopic fractures, as well as the increase in porosity, especially after the 6^{th} cycle. The pore structure of argillaceous limestone under the wettingdrying 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.
Data Availability
The data used to support the findings of this study are available from the corresponding author upon request.
Conflicts of Interest
The authors declare that they have no conflicts of interest.
Acknowledgments
This paper was financially supported by the National Natural Science Foundation of China (nos. 51704279, 51504247, and 51734009) and the Natural Science Foundation of Jiangsu Province of China (no. BK20170270).
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Copyright © 2019 Bo Meng et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.