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The paper aimed to investigate internal mechanics between disintegration of the rockfill material and stability of the dam, and further provide scientific evidence for the design of rockfills, through the conducted disintegration of water pressure and triaxial test to analyze fractal characteristics, strength and deformation of the rockfill in whole disintegration procedure. As the results that the water pressure was low 0.2 MPa, the increasing water pressure would delay the disintegration rate of rockfill; while the water pressure was above 0.2 MPa, it would promote the disintegration rate of the rockfill. In addition, in the disintegration process, the cohesion force of rockfill rapidly slowed down at the beginning and then gradually increased. The internal friction angle increased gradually during the whole disintegration process. Furthermore, when the water pressure increased from 0 MPa to 0.6 MPa, the partial stress firstly decreased to a minimum level when the water pressure was 0.2 MPa, and then increased gradually with water pressure.

Materials with high strength, low compressibility and long-term stability of engineering properties are usually the first choice for damming rockfill materials. However, due to objective factors, many soft rock materials are also widely used in the filling of rockfill dams. Soft rock is usually composed of sedimentary rocks such as mudstone, sandy mudstone, argillaceous siltstone, argillaceous fine sandstone, argillaceous sandstone, argillaceous or sandy shale. During the long-term operation of the dam rock, the water infiltration will inevitably result in water pressure around the rockfill material. Under the action of water pressure, the rockfill material will disintegrate, which will inevitably change the particle gradation of the rockfill material, and in further change the seepage field and stress field of the rockfill. Therefore, it is necessary to study the fractal, strength and deformation characteristics of rockfill disintegration process under different real water pressure conditions.

At present, researches on soft rockfill mainly consider the particle properties and the change of strength field of rockfill under coupling actions of drying/wetting cycles or cooling/heating cycles. Wu et al., 2010 selected sandstone and mudstone for the indoor immersion disintegration test under hydrostatic pressure conditions, and analyzed the particle gradation changes of the two types of soft rock disintegration process. Wang et al., 2017 described the disintegration characteristics from three aspects: disintegration morphological change, fracture resistance index and granules. Liang et al., 2016 tested argillaceous rocks under different experimental conditions, explored the effects of drying/wetting cycles and cooling/heating cycles on the disintegration characteristics of argillaceous rocks and analyzed the disintegration ratio, porosity and water absorption of argillaceous rocks under typical climatic conditions. He et al., 2000 studied the mechanism from engineering geology, force and distance between molecular crystal packets, structural surface slip, and water properties. Yamaguchi et al., 1988 have proved that if there is no migration of water, the temperature would have almost no effect on rock disintegration. David et al., 2001 established a relationship between the disintegration of soft rock in the Triassic Basin and the uniaxial compressive strength, the liquid-plastic limit of disintegration, and the modulus through a large number of experiments. Su et al., 2005; Liu et al., 2008 studied the variation of particle size and fractal characteristics of soft rock disintegration, and pointed out that when the disintegration reaches to a certain extent, the particle size group of disintegration will remain unchanged within a certain range. In general, the present research on the disintegration of soft rock mainly focuses on the disintegration mechanism under hydrostatic pressure, while researches on soft rock disintegration underwater pressure are still scarce. Therefore, it is necessary to carry out research on the disintegration characteristics of soft rock materials under different water pressure.

The present study was based on geological field investigation, and soft rockfill materials were selected to carry out four rockfill disintegration tests under different water pressure. Based on the fractal theory, the fractal dimension of the particles in the process of rockfill disintegration was analyzed. The cohesion, internal friction angle, deviatoric stress and axial strain of the rockfill at different times during the disintegration process under different water pressure conditions were determined by triaxial test. The aim of the present study was to provide reference for the design and construction of rockfill dams.

In the follow paragraph, we first briefly introduced that soft rock material disintegration test and fractal theory including disintegration test apparatus, procedures phenomenon and analysis of rockfill material disintegration process. In addition, we specially introduced fractal theory of rockfill and discussion particle fractal of rockfill disintegration process under different water pressure. Secondary, we briefly introduced that triaxial test procedure. Also, it is important to analyze strength and deformation of disintegrating rockfill materials. Finally, we discussed and concluded for results acquired from the above analysis data.

In order to perform the water immersion disintegration test of soft rock materials under high water pressure condition, a high water pressure disintegration test system was developed by ourselves. The supercharged equipment was used to simulate the field water immersion disintegration of rockfill materials. The instrument panel, inlet and outlet water valve were used to control the pressure of the system. The test apparatus is shown in

Sample | Natural Density (g·cm^{−3}) | moisture content (%) | Cohesion (kPa) | Internal friction angle (˚) | Softening coefficient |
---|---|---|---|---|---|

Soft rock | 2.33 | 3.84 | 5.79 | 36.72 | 0.72 |

under real water pressure environment, the sampled marl rockfill materials were uniformly stirred and divided into four groups, and the axial pressure was set to 20 kN. The disintegration process under different water pressure was simulated according to the water depth of the rockfill materials. The water pressure is 0 MPa (conventional water immersion test, ignoring water pressure), 0.2 MPa, 0.4 MPa, and 0.6 MPa. The selected soft rock sample was immersed in high pressure water, and the disintegration processes were carefully observed and recorded. After the disintegration, the disintegrated materials were dried, and the variation rule of disintegration gradation was analyzed ( Cao et al., 2006; Deng et al., 2014). During the disintegration process, samples were taken every six hours and were air-dried for screening test.

In the disintegration test, cracking occurred firstly, and then some large pieces dropped, afterwards the pointed end of the dropped large pieces slowly turned to round and decomposed into small particles similar to ellipsoid. In order to analyze the variation characteristics of the particle size of rockfill materials during the disintegration process, each group of rockfill material was disintegrated for 6 h, then was taken out to dry and sieve. Based on the fractal theory, the tests of resistant to disintegration under four different water pressure conditions were carried out. The change rules of the particle size of the rockfill material the 0 h-72 h process were analyzed, and then the variation of the particle size of the rockfill material at different disintegration time under different water pressure conditions in the rockfill disintegration test was obtained, which is shown in

As can be seen from

gradually disintegrate into fine particles as the soaking time prolonged. Different water pressure has significant effect on the disintegration characteristics of soft rock. It is found from

We also analyzed the effect of water pressure on the disintegration rate of soft rockfill materials.

In the present study, the initial content ratio of particles with different size was the same. Under different water pressure, the content ratio of particles with different particle size began to change, and the changes showed different trends. When the disintegration time is the same, with the increase of water pressure, particles smaller than 0.5 mm continues to increase; while particles greater than 0.5 mm increase gradually after disintegration for 24 h, as the prolongation of disintegration time, its content began to show a trend of increasing firstly and then decreasing, but the rate of increasing and decreasing was not completely

consistent. The reason for this phenomenon is mainly that particles with large size disintegrate into fine particles, so that the fine particles smaller than 0.5 mm is increased, while the content of particles with large size group is dynamically changing. At the 24 h of disintegration, as the water pressure increases, the ratio of the 0.5 - 2 mm particles continues to increase, indicating that the large particles disintegrate into 0.5 - 2 mm particles at a rate greater than the disintegration of the 0.5 - 2 mm particles. The ratio of 2 - 60 mm particles increases firstly and then decreases gradually. When the disintegration time continues to increase to 48 h, the particles greater than 2 mm decrease as the water pressure increases. The reason for this phenomenon is that particles of large size disintegrate into particles of small size during the disintegration process, and particles of small size disintegrate into particles of smaller size, and the ratio of particles with middle size remains in a dynamic equilibrium changing. When the disintegration rate of particles with middle size is greater than that of other groups with different particle size, the ratio of middle-size particles decreases, and vice versa.

Fractal geometry is used to describe the random and chaotic phenomena and behaviors. At present, most of the linear fractal theory is used to describe the random phenomena and behaviors, named the self-similarity fractal theory ( He et al., 2014). Ozkan & Ortoleva, 2000 considered that particle fragmentation is a Markov process. Based on this, a Markov fractal model was established, which can be used to describe the evolution law of gradation. Mandelbrot & Wheeler, 1983 proposed a fractal theory to establish a two-dimensional spatial fractal dimension model of particle size. Tyler & Wheatcraft, 1992 proposed a normalized equation of mass and pore size relationship, established a weight distribution model of the fractal dimension of soil particle size distribution, and sieved particles with a pore size. The total number of particles passing through the sieve was counted as M_{1}(r), the total number of remaining rockfills is calculated as M_{2}(r), and the total amount of samples is M_{t}.

M t = M 1 ( r ) + M 2 ( r ) (1)

Based on the three-dimensional fractal model, it is assumed that the density of soft rock with different particle sizes is the same. The mass instead of the volume of the rockfill particles is used to construct the distribution model of the fractal dimension of the particle size distribution of the rockfill.

In the three-dimensional structure of soft rock, the volume of the rockfill material larger than the particle size d_{i} is V, then there is:

V ( r > d i ) = C v [ 1 − ( d i / λ v ) 3 − D ] (2)

In the above formula, r is the particle size of the rockfill material, D is the fractal dimension; C_{v} is the uneven coefficient of the rockfill; λ_{v} is the constant related to the particle size. According to Tyler’s assumption, particles with different particle sizes have the same density, so the quality of a certain particle size is:

M 2 ( r > d i ) = ρ V ( r > d ) = ρ C v [ 1 − ( d i / λ v ) 3 − D ] (3)

In the formula: ρ is the density of rockfill material, d_{i} is a kind of particles that with a certain diameter. Let d_{i} = 0, then M_{2}(d_{i}) in Equation (3) is the total mass of all rockfill materials, nameed M_{t} and:

M t = ρ C v (4)

If it is assumed that the maximum diameter of the soft rockfill sample is d_{max}_{,} then M_{2}(d_{max}) = 0, substituting it into Equation (3), we can come to the following conclusion:

λ v = d max (5)

From the Formulas (2)-(5), the fractal relationship between the mass of the soft rock and the particle size is:

M 1 ( d i ) M t = 1 − M 2 ( d i ) M t = ( d i d max ) 3 − D (6)

Taking the logarithm of both sides of Equation (6), we can come to the following conclusion:

lg [ M 1 ( d i ) / M t ] = ( 3 − D ) × lg ( d i / d max ) (7)

In the above fomular, M_{1}(d_{i})/M_{t} can be caculated by sieving test, and the slope k could be obtained according to the linear equation of D = 3 − k, then we could calculate the fractal dimension D of the rockfill.

Based on the fractal model, the fractal dimension values of particle decomposition of soft rockfill materials at different times during disintegration were analyzed under four different water pressure conditions. The fractal dimension calculation results are shown in

The disintegration characteristics of soft rockfill materials during disintegration under different water pressure are different. It can be seen from

In order to study the effect of rockfill disintegration characteristics on the strength and deformation of rockfill under different water pressure, we adopted a microcomputer-controlled electro-hydraulic servo static triaxial tester, and test material was scaled according to the specification and other mass substitution methods. In addition, the sample was divided into 4 equal parts, and was loaded in 4 layers while compacted, compacting height ( Jiang et al., 2016; Chen et al., 2015) of each sample was strictly controlled by ruler measurement. During the process of loading the shear rate was set at 0.5 mm/min, and the large-scale triaxial consolidation drainage shear test was carried out under the confining pressures of 100 kPa, 200 kPa, 400 kPa and 700 kPa, respectively, so as to meet the sufficient discharge and pores. Also, test process and requirements are strictly in accordance with the Geotechnical Test Procedure for Water Resources and Hydropower Engineering ( Water Resources and Hydropower Engineering Rock Testing Procedures (SL264-2001), 2001).

The cohesive force and internal friction angle of rockfill materials under different water pressure conditions were measured at different times. Based on the fractal theory proposed by Mandelbrot, the fractal dimension and cohesion force curves of soft rockfill materials under different water pressure conditions at different times were obtained (

Through the triaxial test, the cohesive force of the disintegrating rockfill under different water pressures is shown in

that the coarse-grained rockfill decomposed and cracked, which resulted in lower cohesive force. In addition, some of the pressurized water penetrating into the joints and cracks of coarse particles caused a decrease in cohesive force. As the disintegration time prolonged, the fractal dimension of the rockfill began to grow rapidly, while the growth rate slowed down in the later stage. From ^{2} is 0.9884, 0.9827, 0.9839, and 0.9912, respectively.

The relationship between fractal dimension and internal friction angle of disintegration time during disintegration of soft rockfill under four types of water pressure is shown in

Based on the relationship between the internal friction angle and the fractal dimension, a scattergram of the fractal dimension and the internal friction angle

was obtained (^{2} is 0.9856, 0.9872, 0.9904 and 0.9869, respectively.

In order to analyze the relationship between deviatoric stress and the axial strain of disintegrated fragmentation during the triaxial test, the large-scale triaxial consolidation drainage shear test was performed at the disintegration time of 0 h, 24 h, 48 h and 72 h. These tests were under the confining water pressures of 100 kPa, 200 kPa, 400 kPa and 700 kPa. The results are shown in

As can be seen from

In order to analyze the influence of water pressure on deviatoric stress and axial strain of rockfill, the disintegrated fragmentation at 12 h, 24 h, 36 h and 48 h were selected and subjected to triaxial test (confining pressure was 400 kPa). The relationship curve of the water pressure, deviatoric stress and axial strain is shown in

It can be seen from

Based on fractal theory, particle characteristics of soft rockfill disintegration under different water pressure were analyzed in the present study. The changing rules of the cohesive force, internal friction angle and deviatoric stress-axial strain of the rockfill during the disintegration process were investigated by triaxial test. The main conclusions are as follows:

1) Water pressure has a significant effect on the disintegration characteristics of soft rock. When the water pressure rises from 0 MPa to 0.2 MPa, the disintegration rate of soft rockfill material decreases gradually to a minimum level; it implies that when the water pressure is low, the water pressure has an inhibitory effect on the disintegration rate of the rockfill. When the water pressure is higher than 0.2 MPa, the rate of disintegration of the rockfill begins to increase as the water pressure increases. It indicates that lower water pressure delays the disintegration of the rockfill material, while higher water pressure promotes the disintegration.

2) The fractal dimension of rockfill material increases rapidly at the beginning of the disintegration, and then increases slowly to a stable state. When the water pressure rises from 0 MPa to 0.6 MPa, the fractal dimension of the rockfill material begins to decrease slowly to a minimum level; when the water peressure was 0.2 MPa, the fractal dimension begins to increase gradually as the increase of water pressure.

3) As the time of disintegration prolonged, the cohesive force of the rockfill material decreases rapidly in the beginning and then gradually decreases to a certain extent, after that it gradually increases. The internal friction angle of the rockfill material increases rapidly in the initial stage and decreases slowly in the later stage. The rate of growth is faster and then slower and slower. Fitting the fractal dimension-the cohesion scatter plot and the fractal dimension-internal friction angular scatter plot under four different water pressure of 0 MPa, 0.2 MPa, 0.4 MPa, 0.6 MPa, it was found that the fractal dimension, cohesion force and internal friction angle are all satisfied with the polynomial: y = a x 3 − b x 2 + c x − d , where a, b, c, d is constant.

4) As the time of disintegration prolonged, the corresponding axial strain of certain deviatoric stress became smaller and smaller. In the meanwhile, the deviatoric stress increased rapidly as the increase of axial strain; when the strain continues to increase, the deviatory stress begins to decrease slowly. The deviatory stress-axial strain of soft rockfill under different water pressure disintegration is different. When the water pressure is increased from 0 MPa to 0.6 MPa, the corresponding deviatoric stress of same axial strain begins to decrease slowly to a minimum level; when the water peressure was 0.2 MPa, the deviatoric stress begins to increase gradually as the increase of water pressure.

5) In the discrete element simulation static penetration test, generating particles with increasing particle size to the boundary based on meso-structure, and then optimizing parameters according to the particle size relationship scale, could improve the simulation effect.

This work was supported by the Postgraduate Innovation Fund Project by Southwest University of Science and Technology, China (Grant No. 19ycx0087), and the Research Center on Mountain Torrent and Geologic Disaster Prevention Foundation, Ministry of Water Resources, China (Grant No. CKWV2019759/KY).

The authors declare no conflicts of interest regarding the publication of this paper.

Cheng, H., Han, P. F., & Su, Y. W. (2020). Investigation on Fractal Characteristics of Disintegration Process and Strength of Rockfill under Water Pressure. Journal of Geoscience and Environment Protection, 8, 20-35. https://doi.org/10.4236/gep.2020.86003