# Study on the Fractal Characteristics of the Pomegranate Biotite Schist under Impact Loading

Authors: Jianguo Wang; Ting Zuo; Xianglong Li; Zihao Tao; Jun Ma
Journal: Geofluids
 (2021)

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## Abstract

In order to study the fractal characteristics of the pomegranate biotite schist under the effect of blasting loads, a one-dimensional SHPB impact test was carried out to test the dynamic compressive strength, damage morphology, fracture energy dissipation density, and other parameters of the rocks under different strain rates; besides, sieve tests were conducted to count the mass fractal characteristics of the crushed masses under different strain rates to calculate the fractal dimension of the crushed rockD. Finally, the relationships between fractal dimension and dynamic compressive strength, crushing characteristics, and energy dissipation characteristics were analysed. The results show that under different impact loads, the strain rate effect of the rock is significant and the dynamic compressive strength increases with the increasing strain rate, and they show a multiplicative power relationship. The higher the strain rate of the rock, the deeper the fragmentation and the higher the fractal dimension, and the fractal dimension and rock crushing energy density are multiplied by a power relationship. By performing the comparative analysis of the pomegranate biotite schist, a reasonable strain rate range of 78.75 s-1~82.51 s-1 and a reasonable crushing energy consumption density range of 0.78 J·cm-3~0.92 J·cm-3 were determined. This research provides a great reference for the analysis of dynamic crushing mechanism, crushing block size distribution, and crushing energy consumption of the roadway surrounding rock.


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## Body

## 1. Introduction

The dynamic hazard is very frequent in the deep mining project [1, 2], and many scholars think that the fracture pattern is critical to studying the rock fractal in the mining, underground geotechnical engineering blasting, and other fields [3–5]. As one kind of typical rock in the deep mine roadway envelope, with fractal theory, the fractal evolution of crushed pomegranate biotite schist under impact loading was studied, and the relationship between its fractal dimension and the strain rate, dynamic compressive strength, average block size, and crushing energy dissipation density was also analysed, which is of great importance to blasting mining, hydraulic fracturing [6–8], and liquid CO2 fracturing [9].The SHPB technique has been widely used for testing the dynamic properties of materials under the condition of high strain rates, such as rock [10–15]. Based on the fractal theory, Tyler developed a mass fractal model for modelling the distribution of rock fracture bulkiness. Weng et al. [16] used SHPB equipment to conduct impact experiments on sandstones treated at different temperatures and studied their fractal characteristics and energy dissipation characteristics, respectively. Li et al. [17] analysed the relationship between the fractal dimension of the fracture angle of coal sections and the intact degree of coal rock under impact loading. Following the SHPB experimental setup, Huang et al. [18] studied the fractal fragmentation characteristics of sandstones with different water contents and obtained the relationship between fractal dimension and water content and energy consumption. By subjecting cyclic loading to sandstone specimens and combining fractal theory with energy consumption principles, Hu et al. [19] studied the crushing bulk and energy dissipation. Deng et al. [20] conducted impact loading tests on granite and sandstone and analysed dissipation characteristics with fractal theory. Zhao et al. [21] used the SHPB apparatus to test two types of rocks and analysed their relationships between the crushing characteristics and dynamic strength with fractal theory.The present studies about the rock dynamics test mainly focus on the distribution of rock fragmentation bulk and energy dissipation; the relationships between fractal dimension and impact loading strain rate, average bulk, kinetic parameters, and energy density are rarely studied. Therefore, in this paper, SHPB kinetic tests and sieve tests were conducted on the pomegranate biotite schist, and the fractal dimensionD was calculated using the G-G-S fractal model.


## 2. Test Preparation and Programme

### 2.1. Experimental Procedure and Principles

As shown in Figure1, a Φ50mm variable section Hopkinson pressure bar (SHPB) in the Rock Mechanics Laboratory of the Kunming University of Science and Technology is chosen, which consists of a loading system, a bullet, an incident bar, a transmission bar, a test signal collection system, and an energy absorption device. The length of the bullet is 0.4 m, the length of the incident and the transmission bar is both 2.0 m, the elastic modulus of the bar is 210 GPa, the metal bar is made of alloy steel with a density of 7.8 g/cm3, and the longitudinal wave speed is 5190 m/s. Besides, the bar is powered by nitrogen pressurisation, and the laser velocimeter is used to measure the speed of the bar while applying impact loading. In order to eliminate the end effect and tip effect of the rock specimen, petroleum jelly is applied between the rock specimen and the incident and transmission bars to ensure that both ends of the specimen and the bar contact surfaces are smooth.Figure 1
SHPB impact test system.The SHPB test is designed based on the theory of the stress wave propagating in an elastic compression bar [22, 23], in which there are 2 basic assumptions, including the one-dimensional elasticity and the uniform stress distribution. The cross section of the elastic compression bar is a plane during stress wave propagation, and the stress keeps constant. Because the two-wave method will cause errors while processing data, the three-wave method is usually adopted [24], by which the strain rate εṡ, strain ε, and stress of the specimen σs can be expressed by
(1)ε•s=C0LsεIt−εRt−εTt,ε=C0Ls∫0t0εIt−εRt−εTtdt,σs=EA2AsεIt−εRt−εTt,where As,A is the cross section area of the specimen and the compressional bar (m2); C0 is the velocity of the elastic longitudinal wave of the compressional bar (m/s); E is the elastic modulus of the bar (GPa); Ls is the length of the specimen (m); εI, εR, and εT are the strains of the incident wave, reflected wave, and transmitted wave at a certain moment t; and t is the propagation time of the stress wave in the bar (s).In the process of the rock crushing, the incident energyWI, reflected energy WR, and transmitted energy WT of the compressional bar can be calculated by the following equations.
(2)WIt=AEC0∫0tεI2tdt,WRt=AEC0∫εR2tdt,WTt=AEC0∫εT2tdt.After ignoring the energy loss in the propagation of the stress wave, the energy absorbed by the rock can be obtained as follows:(3)Ws=WI−WR+WT.If the crushing energy of the rock is supplied by the absorbed energy, the absorbed energy of the rock can be regarded as the crushing energy of the rock. To further reduce the influence of volumetric factors on the test results, the crushing energy densityωcp is defined as follows for the crushing energy analysis.
(4)ωcp=WsV.


### 2.2. Specimen Preparation

The rock samples were taken from the Yuxi Mining Dahongshan Copper Mine, and they have high integrity and uniformity. The surface of the specimen is dark grey and has few apparent cracks. According to the requirements of the rock mechanics test, the nonparallelism at both ends of the specimen should be in the range of -0.02 mm~+0.02 mm, and the central axis of the specimen must be perpendicular to both ends of the specimen with an axial deviation of -0.25°~+0.25°. In order to reduce the influence of the end effect and tip effect on the test result, the rock specimen was processed into a cylinder with the size of50mm∗50mm. The initial physical parameters of the specimens are shown in Table 1, in which specimens of pomegranate biotite schist are numbered as L-1#~L-15# as shown in Figure 2.Table 1
Average values of physical parameters of specimens.
Specimen typeLength (mm)Diameter (mm)Aspect ratioQuality (g)Density (kg·m-3)Modulus of elasticity (GPa)Poisson’s ratioCompressive strength (MPa)Pomegranate biotite schist49.3648.501.01266.642943.36106.800.3159.82Figure 2
Pomegranate biotite schist.Before the test, the optimal impact pressure of 0.4 MPa to 0.6 MPa was determined with the test punches. For every impact pressure, more than 3 specimens were tested to guarantee the accuracy of the experimental results.


## 2.1. Experimental Procedure and Principles

As shown in Figure1, a Φ50mm variable section Hopkinson pressure bar (SHPB) in the Rock Mechanics Laboratory of the Kunming University of Science and Technology is chosen, which consists of a loading system, a bullet, an incident bar, a transmission bar, a test signal collection system, and an energy absorption device. The length of the bullet is 0.4 m, the length of the incident and the transmission bar is both 2.0 m, the elastic modulus of the bar is 210 GPa, the metal bar is made of alloy steel with a density of 7.8 g/cm3, and the longitudinal wave speed is 5190 m/s. Besides, the bar is powered by nitrogen pressurisation, and the laser velocimeter is used to measure the speed of the bar while applying impact loading. In order to eliminate the end effect and tip effect of the rock specimen, petroleum jelly is applied between the rock specimen and the incident and transmission bars to ensure that both ends of the specimen and the bar contact surfaces are smooth.Figure 1
SHPB impact test system.The SHPB test is designed based on the theory of the stress wave propagating in an elastic compression bar [22, 23], in which there are 2 basic assumptions, including the one-dimensional elasticity and the uniform stress distribution. The cross section of the elastic compression bar is a plane during stress wave propagation, and the stress keeps constant. Because the two-wave method will cause errors while processing data, the three-wave method is usually adopted [24], by which the strain rate εṡ, strain ε, and stress of the specimen σs can be expressed by
(1)ε•s=C0LsεIt−εRt−εTt,ε=C0Ls∫0t0εIt−εRt−εTtdt,σs=EA2AsεIt−εRt−εTt,where As,A is the cross section area of the specimen and the compressional bar (m2); C0 is the velocity of the elastic longitudinal wave of the compressional bar (m/s); E is the elastic modulus of the bar (GPa); Ls is the length of the specimen (m); εI, εR, and εT are the strains of the incident wave, reflected wave, and transmitted wave at a certain moment t; and t is the propagation time of the stress wave in the bar (s).In the process of the rock crushing, the incident energyWI, reflected energy WR, and transmitted energy WT of the compressional bar can be calculated by the following equations.
(2)WIt=AEC0∫0tεI2tdt,WRt=AEC0∫εR2tdt,WTt=AEC0∫εT2tdt.After ignoring the energy loss in the propagation of the stress wave, the energy absorbed by the rock can be obtained as follows:(3)Ws=WI−WR+WT.If the crushing energy of the rock is supplied by the absorbed energy, the absorbed energy of the rock can be regarded as the crushing energy of the rock. To further reduce the influence of volumetric factors on the test results, the crushing energy densityωcp is defined as follows for the crushing energy analysis.
(4)ωcp=WsV.


## 2.2. Specimen Preparation

The rock samples were taken from the Yuxi Mining Dahongshan Copper Mine, and they have high integrity and uniformity. The surface of the specimen is dark grey and has few apparent cracks. According to the requirements of the rock mechanics test, the nonparallelism at both ends of the specimen should be in the range of -0.02 mm~+0.02 mm, and the central axis of the specimen must be perpendicular to both ends of the specimen with an axial deviation of -0.25°~+0.25°. In order to reduce the influence of the end effect and tip effect on the test result, the rock specimen was processed into a cylinder with the size of50mm∗50mm. The initial physical parameters of the specimens are shown in Table 1, in which specimens of pomegranate biotite schist are numbered as L-1#~L-15# as shown in Figure 2.Table 1
Average values of physical parameters of specimens.
Specimen typeLength (mm)Diameter (mm)Aspect ratioQuality (g)Density (kg·m-3)Modulus of elasticity (GPa)Poisson’s ratioCompressive strength (MPa)Pomegranate biotite schist49.3648.501.01266.642943.36106.800.3159.82Figure 2
Pomegranate biotite schist.Before the test, the optimal impact pressure of 0.4 MPa to 0.6 MPa was determined with the test punches. For every impact pressure, more than 3 specimens were tested to guarantee the accuracy of the experimental results.


## 3. Test Analysis of the Test Results

### 3.1. Analysis of Fragmentation Patterns

After conducting impact tests on rock specimens under different impact pressures, seven sets of valid data were obtained, as shown in Table2. The peak strain is defined as the strain value corresponding to the peak stress on the stress-strain curve.Table 2
Characteristic parameters of rock fragmentation at different strain rates.
Specimen numberImpact pressure (MPa)Impact velocity (m·s-1)Strain rate (s-1)Dynamic compressive strength (MPa)Peak strainAbsorbed energy (J)Crushing energy density (J·cm-3)L-5#0.4010.1346.89150.200.010851.530.57L-4#0.4510.8659.69152.790.009657.090.63L-3#0.4512.0970.21163.410.010166.950.74L-7#0.5012.5578.75177.190.011271.210.78L-8#0.5513.6382.51197.100.012681.230.89L-10#0.5814.5490.63198.200.011583.310.92L-14#0.6015.0493.84209.060.014289.160.98Under the effect of impact loading, the crushing of rocks is actually a process of internal microscopic crack initiation, expansion, and accumulation, which finally leads to macroscopic fragmentation, and its damage pattern indicates the energy dissipation state and damage degree of rocks; besides, different impact velocities will induce the different fragmentation patterns of rocks, as shown in Figure3.Figure 3
Damage pattern of pomegranate biotite schist at different impact velocities.It can be seen that the splitting damage occurred for the low strain rate, and the damage pattern gradually changed to edge spalling, core damage, block fragmentation, and crushing damage as the strain rate increased. From the perspective of fragmentation, as the impact velocity increased, the strain rate of the rock, the fine end of the fragmentation block, and the degree of fragmentation all increased, but the size of the fragmentation block decreased. This phenomenon can be explained as that when the rock specimen is subjected to impact loading at a low rate, the energy taken by the impact load is little, the internal microcracks will develop in an orderly direction, and a few cracks will develop and penetrate the rock specimen, inducing less broken pieces; with the increase in the impact loading rate, the energy subjected to the specimen increases, making the cracks within the specimen fully developed, which continuously expand and penetrate to form the apparent cracks, leading to more broken pieces, less size of the broken pieces, and high degree of fragmentation.


### 3.2. Analysis of Dynamic Strength Characteristics

The test results showed that the dynamic compressive strength of the pomegranate biotite schist was significantly affected by the strain rate. As shown in Figure4, the dynamic compressive strength of the rock increased from 150.20 MPa to 209.06 MPa as the strain rate increased from approximately 46.89 s-1 to 93.84 s-1; the relationship between them can be fitted by a multiplicative power function σf=pε̇q based on the research by Wang and Li [25, 26]. Under different strain rates, the significant change in dynamic compressive strength of rocks is known as the strain rate effect, which is a characteristic of the mechanical response of brittle materials due to change in the one-dimensional stress state. Moreover, as the strain rate increased, both the number of cracks within the rock and the required external energy increased; however, due to the extremely short duration of the impact loading, the required energy was not reached, so external energy can only be counteracted by increasing the stress. Therefore, the dynamic strength of the surrounding rock of the roadway should be taken into account to consider conditions such as roadway excavation blasting and mechanical dynamic loading, which will provide guidance for the optimisation of subsequent blasting parameters.Figure 4
Dynamic compressive strength versus strain rate for pomegranate biotite schist.


### 3.3. Study on Fractal Characteristics of Rocks

#### 3.3.1. Calculation of Fragment Screening and Fractal Dimension

In order to quantitatively describe the fragmentation degree of the rock specimen, the distribution of the size of the broken pieces after the destruction was introduced to reflect the changing pattern of the destruction degree of the rock sample with the strain rate. The specimens were sieved using standard sieves of 0 mm~25 mm, and the fragments remaining above the sieve holes were weighed and converted into the percentage of fragments of rock (Table3); thus, the fragmentation distribution curve of pomegranate biotite schist can be obtained and is shown in Figure 5.Table 3
Table of impact test sieve sizes corresponding to weighing masses.
Sizes (mm)00.30.51.02.55.010.015.020.025.0Total massMass (g)Strain rate (s-1)46.890.240.220.421.742.3411.7816.0720.6628.94173.32255.7351.280.590.340.562.452.4710.4327.5544.2028.80149.44266.8359.690.701.221.293.383.7817.8931.2640.4128.09149.44277.4670.211.111.671.503.663.9832.9248.0021.6432.92115.63263.0376.373.241.891.637.746.9630.4527.4145.0836.04103.34263.7878.751.454.554.548.736.5628.0634.8542.5833.5498.55263.4182.512.323.783.8212.387.8633.1846.5636.7121.70105.23273.5490.633.545.684.6514.3520.0439.4235.2125.0832.3487.35267.6692.284.783.028.6518.3421.0931.8736.2123.2124.5692.50264.2393.844.445.395.3117.9022.1338.5243.5230.2817.9784.41269.87Figure 5
Distribution of fragmentation bulkiness of pomegranate biotite schist at different strain rates.According to Figure5, after the pomegranate biotite schist specimen was subjected to conventional uniaxial impact loading, the percentage of fragments whose size was larger than 25 mm decreased from 66.78% to 31.28%, and the strain rate increased from 46.89 s-1 to 93.84 s-1. The change in the block size distribution of fragments whose size was less than 20 mm and below was relatively gentle.Besides the particle size distribution, the fractal dimension is also an important indicator to characterise the fractal characteristics of the rock, and it increases with the degree of fragmentation of the specimen. The G-G-S model is now commonly used to describe the fractal bulkiness of fine-grained ends [27].
(5)Y=rrmb,where b is the corresponding regression coefficient. Based on the relationship between mass and frequency, the fracture fragmentation distribution of the rock sample can be obtained:
(6)Y=MrMt=rrm3−D,where Mr is the mass of rock fragments with the particle size less than r, Mt is the total mass of rock fragments, r is the particle size of rock fragmentation, and rm is the maximum particle size. By taking the logarithm of both sides in equation (6),
(7)lgY=lgMrMt=3−Dlgrrm.In a new coordinate system oflgMr/Mt−lgr, the slope of the line can be represented as 3−D. The lgMr/Mt−lgx curves describing the distribution of fragments of pomegranate biotite schist are shown in Figure 6.Figure 6
Curves for the distribution of fractional bulkiness of pomegranate biotite schist.It can be seen that the slope of the particle size characteristic curve decreased with the strain rate, indicating that the mass of the end of the fine of the crushed pomegranate nepheline gneiss gradually increased, and the crushing degree became higher. The average block size and fractal dimension of the fragmented pomegranate nepheline gneiss are shown in Table4, and the large correlation coefficient R indicates that under impact loading, the distribution of block size is consistent with the fractal pattern.Table 4
Crushing bulkiness statistics of pomegranate biotite schist under impact loading.
Specimen numberL-5#L-4#L-3#L-7#L-8#L-10#L-14#Average crushing size (mm)23.7821.7619.6518.6118.1616.4815.60Fractal dimensionD1.802.052.142.312.362.462.51Correlation coefficientR0.920.910.860.910.850.870.77


#### 3.3.2. Fractal Dimension versus Strain Rate and Mean Bulkiness

As shown in Figure6, the double logarithmic function showed high linearity, indicating that the block distribution of the rock after fragmentation has a self-similarity or fractal character. This phenomenon can be explained as that the aggregation of small internal cracks lead to the macroscopic destruction of the rock, and the small fracture evolves from smaller microfractures. This self-similarity inevitably leads to the self-similar characteristics of the final block distribution. Therefore, the fractal dimension can be used to describe rock fragmentation quantitatively.According to Figures7 and 8, the fractal dimension D can be related to the strain rate and average block size, respectively. The average block size is defined as the block size whose cumulative percentage is less than 50%, as expressed in
(8)ds=∑ridi∑ri,Figure 7
Fractal dimension versus strain rate for pomegranate biotite schist.Figure 8
Relation between fractal dimension and average block size for pomegranate biotite schist.whereds is the average block size of rock fragments less than sieve diameters ri and di is the mass percentage of rock fragments.This parameter can quantify the distribution of bulkiness and the variation of fragmentation of the rock under different dynamic loads. Figures7 and 8 show a strong correlation between the fractal dimension and strain rate ε̇ and average block size ds, in which the fractal dimension D increased from 1.80 to 2.51 and the average block size decreased from 23.78 mm to 15.60 mm, indicating that the fractal block size distribution of the pomegranate biotite schist is self-similar and has obvious fractal characteristics.


#### 3.3.3. Fractal Dimension and Crushing Energy Consumption Density

Based on the research of Hong et al. [28], the relationship between the fractal dimension of the rock D and the dissipation density of crushing energy ωcp was fitted by a multiplicative power function in Figure 9.Figure 9
Fractal dimension of pomegranate biotite schist versus crushing energy density.As shown in Figure9, the fractal dimension of the rock D exponentially increased with crushing energy density ωcp, and the higher crushing energy density indicates that more energy is required to crush the rock, and the more severe the rock crushing, the more fine-grained the fragments and the higher the fractal dimension D.


### 3.4. Study of Rock Crushing Effects and Energy Dissipation

In summary, an increase in the strain rate makes the effective crushing bulk of the rock gradually migrate towards the fine-grain end, enhancing the crushing effect. However, an increase in the crushing effect means an increase in crushing energy density. Therefore, a reasonable range of the strain rate and crushing energy density is of great practical importance to enhance the crushing effect and reduce energy consumption.In Figure6, the particle size characteristic curve is characterised by the distribution of rock crushing bulk, and the slope of the curve is defined as the bulk distribution coefficient C. Figures 10 and 11, respectively, show the relationship between the fractal dimension D and the strain rate and the relationship between the bulk distribution coefficient C and crushing energy consumption density.Figure 10
Relationship diagram for determining the range of reasonable strain rates.Figure 11
Relationship diagram for determining the range of reasonable crushing energy consumption densities.It can be seen from Figure10 that the slope of the curve changed fast and the decreasing rate started to increase when ε̇ was close to 59.69 s-1; after ε̇ exceeds 82.51 s-1, the decreasing rate of the curve decreased. Therefore, in order to achieve a better crushing effect, the ε̇ should be controlled in the range of 59.69 s-1~82.51 s-1, and the corresponding range of the fractal dimension curve was 70.21 s-1~90.63 s-1. Similarly, in Figure 11, the dissipation density of crushing energy of two curves can be determined to be in the range of 0.74 J·cm-3~0.92 J·cm-3 and 0.78 J·cm-3~0.98 J·cm-3, respectively.According to the relationship between the strain rate and crushing energy density in Table2, it can be indicated that the reasonable strain rate range should be 78.75 s-1~82.51 s-1 to achieve rock crushing and the reasonable crushing energy density range should be 0.78 J·cm-3~0.92 J·cm-3 (the dashed line range in Figures 10 and 11).


## 3.1. Analysis of Fragmentation Patterns

After conducting impact tests on rock specimens under different impact pressures, seven sets of valid data were obtained, as shown in Table2. The peak strain is defined as the strain value corresponding to the peak stress on the stress-strain curve.Table 2
Characteristic parameters of rock fragmentation at different strain rates.
Specimen numberImpact pressure (MPa)Impact velocity (m·s-1)Strain rate (s-1)Dynamic compressive strength (MPa)Peak strainAbsorbed energy (J)Crushing energy density (J·cm-3)L-5#0.4010.1346.89150.200.010851.530.57L-4#0.4510.8659.69152.790.009657.090.63L-3#0.4512.0970.21163.410.010166.950.74L-7#0.5012.5578.75177.190.011271.210.78L-8#0.5513.6382.51197.100.012681.230.89L-10#0.5814.5490.63198.200.011583.310.92L-14#0.6015.0493.84209.060.014289.160.98Under the effect of impact loading, the crushing of rocks is actually a process of internal microscopic crack initiation, expansion, and accumulation, which finally leads to macroscopic fragmentation, and its damage pattern indicates the energy dissipation state and damage degree of rocks; besides, different impact velocities will induce the different fragmentation patterns of rocks, as shown in Figure3.Figure 3
Damage pattern of pomegranate biotite schist at different impact velocities.It can be seen that the splitting damage occurred for the low strain rate, and the damage pattern gradually changed to edge spalling, core damage, block fragmentation, and crushing damage as the strain rate increased. From the perspective of fragmentation, as the impact velocity increased, the strain rate of the rock, the fine end of the fragmentation block, and the degree of fragmentation all increased, but the size of the fragmentation block decreased. This phenomenon can be explained as that when the rock specimen is subjected to impact loading at a low rate, the energy taken by the impact load is little, the internal microcracks will develop in an orderly direction, and a few cracks will develop and penetrate the rock specimen, inducing less broken pieces; with the increase in the impact loading rate, the energy subjected to the specimen increases, making the cracks within the specimen fully developed, which continuously expand and penetrate to form the apparent cracks, leading to more broken pieces, less size of the broken pieces, and high degree of fragmentation.


## 3.2. Analysis of Dynamic Strength Characteristics

The test results showed that the dynamic compressive strength of the pomegranate biotite schist was significantly affected by the strain rate. As shown in Figure4, the dynamic compressive strength of the rock increased from 150.20 MPa to 209.06 MPa as the strain rate increased from approximately 46.89 s-1 to 93.84 s-1; the relationship between them can be fitted by a multiplicative power function σf=pε̇q based on the research by Wang and Li [25, 26]. Under different strain rates, the significant change in dynamic compressive strength of rocks is known as the strain rate effect, which is a characteristic of the mechanical response of brittle materials due to change in the one-dimensional stress state. Moreover, as the strain rate increased, both the number of cracks within the rock and the required external energy increased; however, due to the extremely short duration of the impact loading, the required energy was not reached, so external energy can only be counteracted by increasing the stress. Therefore, the dynamic strength of the surrounding rock of the roadway should be taken into account to consider conditions such as roadway excavation blasting and mechanical dynamic loading, which will provide guidance for the optimisation of subsequent blasting parameters.Figure 4
Dynamic compressive strength versus strain rate for pomegranate biotite schist.


## 3.3. Study on Fractal Characteristics of Rocks

### 3.3.1. Calculation of Fragment Screening and Fractal Dimension

In order to quantitatively describe the fragmentation degree of the rock specimen, the distribution of the size of the broken pieces after the destruction was introduced to reflect the changing pattern of the destruction degree of the rock sample with the strain rate. The specimens were sieved using standard sieves of 0 mm~25 mm, and the fragments remaining above the sieve holes were weighed and converted into the percentage of fragments of rock (Table3); thus, the fragmentation distribution curve of pomegranate biotite schist can be obtained and is shown in Figure 5.Table 3
Table of impact test sieve sizes corresponding to weighing masses.
Sizes (mm)00.30.51.02.55.010.015.020.025.0Total massMass (g)Strain rate (s-1)46.890.240.220.421.742.3411.7816.0720.6628.94173.32255.7351.280.590.340.562.452.4710.4327.5544.2028.80149.44266.8359.690.701.221.293.383.7817.8931.2640.4128.09149.44277.4670.211.111.671.503.663.9832.9248.0021.6432.92115.63263.0376.373.241.891.637.746.9630.4527.4145.0836.04103.34263.7878.751.454.554.548.736.5628.0634.8542.5833.5498.55263.4182.512.323.783.8212.387.8633.1846.5636.7121.70105.23273.5490.633.545.684.6514.3520.0439.4235.2125.0832.3487.35267.6692.284.783.028.6518.3421.0931.8736.2123.2124.5692.50264.2393.844.445.395.3117.9022.1338.5243.5230.2817.9784.41269.87Figure 5
Distribution of fragmentation bulkiness of pomegranate biotite schist at different strain rates.According to Figure5, after the pomegranate biotite schist specimen was subjected to conventional uniaxial impact loading, the percentage of fragments whose size was larger than 25 mm decreased from 66.78% to 31.28%, and the strain rate increased from 46.89 s-1 to 93.84 s-1. The change in the block size distribution of fragments whose size was less than 20 mm and below was relatively gentle.Besides the particle size distribution, the fractal dimension is also an important indicator to characterise the fractal characteristics of the rock, and it increases with the degree of fragmentation of the specimen. The G-G-S model is now commonly used to describe the fractal bulkiness of fine-grained ends [27].
(5)Y=rrmb,where b is the corresponding regression coefficient. Based on the relationship between mass and frequency, the fracture fragmentation distribution of the rock sample can be obtained:
(6)Y=MrMt=rrm3−D,where Mr is the mass of rock fragments with the particle size less than r, Mt is the total mass of rock fragments, r is the particle size of rock fragmentation, and rm is the maximum particle size. By taking the logarithm of both sides in equation (6),
(7)lgY=lgMrMt=3−Dlgrrm.In a new coordinate system oflgMr/Mt−lgr, the slope of the line can be represented as 3−D. The lgMr/Mt−lgx curves describing the distribution of fragments of pomegranate biotite schist are shown in Figure 6.Figure 6
Curves for the distribution of fractional bulkiness of pomegranate biotite schist.It can be seen that the slope of the particle size characteristic curve decreased with the strain rate, indicating that the mass of the end of the fine of the crushed pomegranate nepheline gneiss gradually increased, and the crushing degree became higher. The average block size and fractal dimension of the fragmented pomegranate nepheline gneiss are shown in Table4, and the large correlation coefficient R indicates that under impact loading, the distribution of block size is consistent with the fractal pattern.Table 4
Crushing bulkiness statistics of pomegranate biotite schist under impact loading.
Specimen numberL-5#L-4#L-3#L-7#L-8#L-10#L-14#Average crushing size (mm)23.7821.7619.6518.6118.1616.4815.60Fractal dimensionD1.802.052.142.312.362.462.51Correlation coefficientR0.920.910.860.910.850.870.77


### 3.3.2. Fractal Dimension versus Strain Rate and Mean Bulkiness

As shown in Figure6, the double logarithmic function showed high linearity, indicating that the block distribution of the rock after fragmentation has a self-similarity or fractal character. This phenomenon can be explained as that the aggregation of small internal cracks lead to the macroscopic destruction of the rock, and the small fracture evolves from smaller microfractures. This self-similarity inevitably leads to the self-similar characteristics of the final block distribution. Therefore, the fractal dimension can be used to describe rock fragmentation quantitatively.According to Figures7 and 8, the fractal dimension D can be related to the strain rate and average block size, respectively. The average block size is defined as the block size whose cumulative percentage is less than 50%, as expressed in
(8)ds=∑ridi∑ri,Figure 7
Fractal dimension versus strain rate for pomegranate biotite schist.Figure 8
Relation between fractal dimension and average block size for pomegranate biotite schist.whereds is the average block size of rock fragments less than sieve diameters ri and di is the mass percentage of rock fragments.This parameter can quantify the distribution of bulkiness and the variation of fragmentation of the rock under different dynamic loads. Figures7 and 8 show a strong correlation between the fractal dimension and strain rate ε̇ and average block size ds, in which the fractal dimension D increased from 1.80 to 2.51 and the average block size decreased from 23.78 mm to 15.60 mm, indicating that the fractal block size distribution of the pomegranate biotite schist is self-similar and has obvious fractal characteristics.


### 3.3.3. Fractal Dimension and Crushing Energy Consumption Density

Based on the research of Hong et al. [28], the relationship between the fractal dimension of the rock D and the dissipation density of crushing energy ωcp was fitted by a multiplicative power function in Figure 9.Figure 9
Fractal dimension of pomegranate biotite schist versus crushing energy density.As shown in Figure9, the fractal dimension of the rock D exponentially increased with crushing energy density ωcp, and the higher crushing energy density indicates that more energy is required to crush the rock, and the more severe the rock crushing, the more fine-grained the fragments and the higher the fractal dimension D.


## 3.3.1. Calculation of Fragment Screening and Fractal Dimension

In order to quantitatively describe the fragmentation degree of the rock specimen, the distribution of the size of the broken pieces after the destruction was introduced to reflect the changing pattern of the destruction degree of the rock sample with the strain rate. The specimens were sieved using standard sieves of 0 mm~25 mm, and the fragments remaining above the sieve holes were weighed and converted into the percentage of fragments of rock (Table3); thus, the fragmentation distribution curve of pomegranate biotite schist can be obtained and is shown in Figure 5.Table 3
Table of impact test sieve sizes corresponding to weighing masses.
Sizes (mm)00.30.51.02.55.010.015.020.025.0Total massMass (g)Strain rate (s-1)46.890.240.220.421.742.3411.7816.0720.6628.94173.32255.7351.280.590.340.562.452.4710.4327.5544.2028.80149.44266.8359.690.701.221.293.383.7817.8931.2640.4128.09149.44277.4670.211.111.671.503.663.9832.9248.0021.6432.92115.63263.0376.373.241.891.637.746.9630.4527.4145.0836.04103.34263.7878.751.454.554.548.736.5628.0634.8542.5833.5498.55263.4182.512.323.783.8212.387.8633.1846.5636.7121.70105.23273.5490.633.545.684.6514.3520.0439.4235.2125.0832.3487.35267.6692.284.783.028.6518.3421.0931.8736.2123.2124.5692.50264.2393.844.445.395.3117.9022.1338.5243.5230.2817.9784.41269.87Figure 5
Distribution of fragmentation bulkiness of pomegranate biotite schist at different strain rates.According to Figure5, after the pomegranate biotite schist specimen was subjected to conventional uniaxial impact loading, the percentage of fragments whose size was larger than 25 mm decreased from 66.78% to 31.28%, and the strain rate increased from 46.89 s-1 to 93.84 s-1. The change in the block size distribution of fragments whose size was less than 20 mm and below was relatively gentle.Besides the particle size distribution, the fractal dimension is also an important indicator to characterise the fractal characteristics of the rock, and it increases with the degree of fragmentation of the specimen. The G-G-S model is now commonly used to describe the fractal bulkiness of fine-grained ends [27].
(5)Y=rrmb,where b is the corresponding regression coefficient. Based on the relationship between mass and frequency, the fracture fragmentation distribution of the rock sample can be obtained:
(6)Y=MrMt=rrm3−D,where Mr is the mass of rock fragments with the particle size less than r, Mt is the total mass of rock fragments, r is the particle size of rock fragmentation, and rm is the maximum particle size. By taking the logarithm of both sides in equation (6),
(7)lgY=lgMrMt=3−Dlgrrm.In a new coordinate system oflgMr/Mt−lgr, the slope of the line can be represented as 3−D. The lgMr/Mt−lgx curves describing the distribution of fragments of pomegranate biotite schist are shown in Figure 6.Figure 6
Curves for the distribution of fractional bulkiness of pomegranate biotite schist.It can be seen that the slope of the particle size characteristic curve decreased with the strain rate, indicating that the mass of the end of the fine of the crushed pomegranate nepheline gneiss gradually increased, and the crushing degree became higher. The average block size and fractal dimension of the fragmented pomegranate nepheline gneiss are shown in Table4, and the large correlation coefficient R indicates that under impact loading, the distribution of block size is consistent with the fractal pattern.Table 4
Crushing bulkiness statistics of pomegranate biotite schist under impact loading.
Specimen numberL-5#L-4#L-3#L-7#L-8#L-10#L-14#Average crushing size (mm)23.7821.7619.6518.6118.1616.4815.60Fractal dimensionD1.802.052.142.312.362.462.51Correlation coefficientR0.920.910.860.910.850.870.77


## 3.3.2. Fractal Dimension versus Strain Rate and Mean Bulkiness

As shown in Figure6, the double logarithmic function showed high linearity, indicating that the block distribution of the rock after fragmentation has a self-similarity or fractal character. This phenomenon can be explained as that the aggregation of small internal cracks lead to the macroscopic destruction of the rock, and the small fracture evolves from smaller microfractures. This self-similarity inevitably leads to the self-similar characteristics of the final block distribution. Therefore, the fractal dimension can be used to describe rock fragmentation quantitatively.According to Figures7 and 8, the fractal dimension D can be related to the strain rate and average block size, respectively. The average block size is defined as the block size whose cumulative percentage is less than 50%, as expressed in
(8)ds=∑ridi∑ri,Figure 7
Fractal dimension versus strain rate for pomegranate biotite schist.Figure 8
Relation between fractal dimension and average block size for pomegranate biotite schist.whereds is the average block size of rock fragments less than sieve diameters ri and di is the mass percentage of rock fragments.This parameter can quantify the distribution of bulkiness and the variation of fragmentation of the rock under different dynamic loads. Figures7 and 8 show a strong correlation between the fractal dimension and strain rate ε̇ and average block size ds, in which the fractal dimension D increased from 1.80 to 2.51 and the average block size decreased from 23.78 mm to 15.60 mm, indicating that the fractal block size distribution of the pomegranate biotite schist is self-similar and has obvious fractal characteristics.


## 3.3.3. Fractal Dimension and Crushing Energy Consumption Density

Based on the research of Hong et al. [28], the relationship between the fractal dimension of the rock D and the dissipation density of crushing energy ωcp was fitted by a multiplicative power function in Figure 9.Figure 9
Fractal dimension of pomegranate biotite schist versus crushing energy density.As shown in Figure9, the fractal dimension of the rock D exponentially increased with crushing energy density ωcp, and the higher crushing energy density indicates that more energy is required to crush the rock, and the more severe the rock crushing, the more fine-grained the fragments and the higher the fractal dimension D.


## 3.4. Study of Rock Crushing Effects and Energy Dissipation

In summary, an increase in the strain rate makes the effective crushing bulk of the rock gradually migrate towards the fine-grain end, enhancing the crushing effect. However, an increase in the crushing effect means an increase in crushing energy density. Therefore, a reasonable range of the strain rate and crushing energy density is of great practical importance to enhance the crushing effect and reduce energy consumption.In Figure6, the particle size characteristic curve is characterised by the distribution of rock crushing bulk, and the slope of the curve is defined as the bulk distribution coefficient C. Figures 10 and 11, respectively, show the relationship between the fractal dimension D and the strain rate and the relationship between the bulk distribution coefficient C and crushing energy consumption density.Figure 10
Relationship diagram for determining the range of reasonable strain rates.Figure 11
Relationship diagram for determining the range of reasonable crushing energy consumption densities.It can be seen from Figure10 that the slope of the curve changed fast and the decreasing rate started to increase when ε̇ was close to 59.69 s-1; after ε̇ exceeds 82.51 s-1, the decreasing rate of the curve decreased. Therefore, in order to achieve a better crushing effect, the ε̇ should be controlled in the range of 59.69 s-1~82.51 s-1, and the corresponding range of the fractal dimension curve was 70.21 s-1~90.63 s-1. Similarly, in Figure 11, the dissipation density of crushing energy of two curves can be determined to be in the range of 0.74 J·cm-3~0.92 J·cm-3 and 0.78 J·cm-3~0.98 J·cm-3, respectively.According to the relationship between the strain rate and crushing energy density in Table2, it can be indicated that the reasonable strain rate range should be 78.75 s-1~82.51 s-1 to achieve rock crushing and the reasonable crushing energy density range should be 0.78 J·cm-3~0.92 J·cm-3 (the dashed line range in Figures 10 and 11).


## 4. Conclusion

In this paper, the typical tunnel envelope rock, pomegranate biotite schist, was selected to carry out SHPB rock dynamic mechanical tests, and rock fragmentation characteristics under different strain rates, strength indexes, and energy parameters were obtained to establish the relationship between fractal dimension and these parameters. This research provides a reference for further study of the dynamic mechanical properties of pomegranate biotite schist in deep mining and provides guidance for the optimisation design of blasting parameters for underground mine tunnelling. The main conclusions can be drawn as follows.(1)
The fragmentation distribution of pomegranate biotite schist is significantly affected by the strain rate under the effect of impact loading. As the strain rate increases, the degree of fragmentation decreases; the fine ends of the fragments increase with the fragmentation degree. Besides, the dynamic compressive strength increases with the strain rate, showing a power relationship(2)
The fractal dimensionD can quantify the fracture characteristics of the rock, it increases as the strain rate increases, and when the strain rate ranges from 46.89 s-1 to 93.84 s-1, the fractal dimension D of pomegranate biotite schist is 1.80~2.51(3)
The fractal dimensionD can quantify the fractal energy dissipation characteristics of a rock, and it increases with the fractal energy density ωcp in a multiplicative power relationship(4)
The reasonable strain rate range to achieve good crushing effectiveness and reduce crushing energy consumption for pomegranate biotite schist is 78.75 s-1~82.51 s-1, and the reasonable crushing energy consumption density range should be 0.78 J·cm-3~0.92 J·cm-3



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*Source: 1570160-2021-11-13.xml*