# Experimental Study on Water-Sand Seepage Characteristics in Fractured Rock Mass under Rheological Effect

Authors: Jiarui Chen; Hai Pu; Jianxiong Liu; Jihua Zhang; Peitao Qiu; Wenhu Gu; Qirong Li; Zhendong Chen
Journal: Geofluids
 (2021)

---

## Abstract

This study investigates water-sand bursting disasters associated with fractured rock that affect safe mining in the mining areas of Western China. A broken rock water-sand seepage rheological test device was developed, and rheological tests were conducted on multiple groups of broken rock samples with single-stage axial loading and different load levels. When the rheology of each group of broken rock samples was stable, water-sand mixed fluid was injected into the samples at a certain pressure gradient to conduct water-sand seepage tests on broken rock masses. It was found that when the porosity of a fractured rock mass is within a certain range, the water-sand mixed fluid does not completely pass through the fractured rock mass and some sand particles are filtered by the fractured rock sample. There is an exponential relationship between the sand breaking ability and the sand filtration ability of fractured rock and its initial porosity, and the permeability of fractured rock decreases by a certain extent after sand filtration. However, for different load levels, when the flow through a fractured rock mass tends to be stable, the final porosity of the fractured rock mass decreases exponentially with axial compression. Based on the classical Kelvin rheological model and the basic theory of fractional calculus, a new fractional rheological model has been proposed and the rheological parameters under different load levels were fitted to the model. The new fractional rheological model is better able to describe the rheological characteristics of broken mudstone.


---

## Body

## 1. Introduction

The removal of underground coal in China’s western coal mining regions results in the formation of a goaf. Unsupported overburdened rocks undergo fractures that lead to interconnected cracks [1]. The seepage of mixed fluids formed by water and sand through the connected cracks within overburdened rocks can cause serious disasters from water and sand inrush [2], which seriously threaten production safety in western coal mines. The disasters caused by penetrating cracks are a threat to many projects [3, 4] and therefore a topic of intense research [5–11].Backfilling of a goaf is currently considered to be the most effective manner to solve the problem of sedimentation. Rheological effects are encountered due to loading compaction of broken rock that occurs during backfilling. The creep mechanical properties of saturated bulky gangue materials have been studied by other researchers [12]. However, several problems involving the long-term stability of backfill projects are related to the passage of time [13], which include the creep properties of the filling material under the long-term effect of loading. The water-bearing state of broken rock is an important factor that affects its creep mechanical properties, and major project accidents may occur due to the instability of loose rock that increases with time [14–17].Significant progress has been made in the research on the rheological characteristics of various types of rocks [18, 19]. However, most research has been conducted on whole-rock blocks [20] and research on the deformation characteristics of broken rock samples is lacking. Experimental research on creep has been conducted [21] on limestone rockfill material with a three-parameter model of rockfill material. When crushed rock is saturated with water, particle transfer and rearrangement occur due to external forces and the lubrication from water. Also, there are some differences between the rheological characteristics of saturated rock and dry rock. When rock particles are pushed against each other, they slide and deform to achieve a balance in the rheological process of the fractured rock. Rock particles are crushed directly due to external loads [22, 23], or smaller particles exit due to internal breakage or unstable crushing, which results in changes to the mechanical properties of broken rock. The changes in deformed seepage characteristics with time have been studied for broken sandstone [24], and unlike that of the entire rock blocks, the deformation scale of broken rocks under external forces is usually large. Also, changes in volume are much larger [25], resulting in changes in the porosity of broken rock and the surrounding rock space. These are crucial factors to consider [26] when addressing problems related to water and sand inrush in western coal mines. Physical quantities like elastic modulus and coefficient of viscosity of fractured rock change constantly during creep and compaction, and traditional rheological models are unable to fully describe such phenomena; the rheological equation of fractional calculus introduced in this study is well suited for the purpose.The fractional-order system is a fundamental theory [27] that studies arbitrary order differentials and integrals. Integer-order differentials and integrals for arbitrary order extensions [28] in fractional calculus of mechanics are primarily applied in research on constitutive models of viscoelastic materials [29–31] and are currently one of the most active fields of research [32]. Kabwe et al. [33] proposed a fractional derivative viscoelastic (FDVP) constitutive model, which can estimate delayed deformation due to compression. Lokoshchenko et al. [34] considered the piecewise-constant time dependence of bending moment magnitude and direction and used a linear fractional creep model to determine the fracture time of a plate. A new rheological parameter for fractional derivative models has been proposed [35] by combining drawing-fitting and numerical methods in terms of the viscoelastic properties of materials.This paper considers that the seepage characteristics of water-sand mixtures in a fractured rock mass are affected by the compaction characteristics of fractured rock mass and the water pressure gradient. The elastic modulus and coefficient of viscosity change continuously during the process of compaction and rheology of fractured rock. However, the elastic modulus and viscosity coefficient are constants in traditional rheological models. Hence, using traditional models to describe the rheological properties of fractured rock masses results in large errors. This paper adopts the fractional parameterα to represent equivalent changes in the relationship between elastic modulus and coefficient of viscosity. It replaces a Newton dashpot with an Abel dashpot based on a saturated broken mudstone compaction rheological experiment, and a new rheological model is obtained via a fractional Kelvin model connected in series to a three-parameter model using a combination theory. Also, the water-sand seepage characteristics of broken rock due to rheological effects are studied based on the new model. This study provides a reference for safe mining in China’s western coal mines.


## 2. Test System and Solution

### 2.1. Test System and Material

Lateral flow occurs readily in loosely confined, pressure-free crushed rocks under axial pressure that are therefore unable to bear large loads. However, in certain situations, such as in coal mines and tunnels, broken rocks bear both large and small confined pressures. Therefore, a broken rock rheology-water and sand seepage test device (Figure1(a)) was designed for testing, using an MTS816 electrohydraulic servo-controlled test system (Figure 1(b)).Figure 1
Test equipment. 1: MTS816; 2: permeameter base; 3: upper permeable plate; 4: pressure-bearing ring; 5: lower permeable plate; 6: broken rock; 7: permeameter sleeve; 8: piston; 9: tray outlet; 10: water-sand collection tray; 11: pressure gauge; 12: flowmeter; 13: speed regulation pump.
(a)
Test system for rheology and seepage of broken rock(b)
MTS816 electrohydraulic servo-controlled test systemThe broken rock samples were mudstone particles with particle diameters of 5~8, 8~10, 10~12, 12~15, and 15~20 mm evenly mixed with a ratio of 1 : 1 : 1 : 1 : 1, and the density wasρ=2420kg/m3 in the natural state. Sand in western mining areas is natural aeolian sand, with a particle size distribution of 20~220 mesh. Each test used a total of 1200 g of broken rock, and 500 g of sand. The inner diameter of the cylinder was 100 mm with a height of 250 mm.


### 2.2. Test Solution

A broken rock mass of massm, fully moistened with water, was packed in the penetrator sleeve. Aeolian sand was then placed in the pressure-bearing ring and the sleeve was tapped lightly to compact the broken rock sample. The MTS816 was then started for loading, with the load being held at 0.05 kN for 10 minutes to stabilize the system and set the initial state. A preset load σi was then applied for the rheological test and the strain-stress curve of the broken rock was obtained. After a certain time ti, the deformation of the broken rock sample stabilized and the distance hi between the piston and the lower permeable plate was measured, which represented the height of the broken mudstone sample and was used to calculate the porosity of the broken mudstone, as shown in equation (1) as follows:(1)ϕi=1−mρmudstoner2πhii=1,2,3,4,where ϕi is the porosity of broken mudstone at time ti of the test; m is the mass of the broken mudstone sample; ρmudstone represents mudstone density; r is the radius of the permeameter sleeve; hi is the height of the mudstone test sample.The pump was then switched on and water was pressurized to a certain pressure in the permeameter at which the deformation of the broken rock stabilized. The water-sand mixture formed when the water flow stirred up the sand particles inside the pressure-bearing ring via the broken rock, and seepage occurred. The sand particles were divided into three parts when the seepage was stable: one part (m1) infiltrated with the water flow; a second part (m2) resided within the broken rock due to the filtering of the broken rock framework; a third part (m3) remained within the pressure-bearing ring. Among these, m2 was the sand filtered by the broken rock and changed the porosity of the broken rock framework with the variation ∇ϕi:(2)∇ϕi=m2ρaeoliansandr2πhi,where ρaeoliansand represents the aeolian sand density.Here, the porosity of the broken rock framework is represented byφi:(3)φi=ϕi−∇ϕii=1,2,3,4.In the test, the pressure differential of the seepage decreased linearly along the axial permeameter when the seepage stabilized. The outlet and inlet pressuresp were measured by the pressure gauge directly, and the outlet of the permeameter was connected to the atmosphere at pressure p0. Hence, the formula for the pressure gradient Δp is as follows:(4)Δp=−∂p∂z=p−p0hi,where z is the direction of the pressure gradient.The volume flow (Q) through the permeameter per unit time was measured by the flowmeter and was used to calculate the speed of seepage v:(5)v=Qπr2.In the test, when the water-sand seepage occurred, some of the particles resided inside the broken rock framework due to the effect of filtering and changed the porosity of the broken rock framework. It was very difficult to dynamically observe the internal framework since the entire test sample was in a confined environment. The change in the porosity and framework structure of the broken rock sample led to changes in its seepage characteristics. This paper reports an investigation of the characteristics of permeability, porosity, water infiltration, water-sand seepage, and sand filtration of broken rock through an analysis of the various deformation processes of broken rock. The seepage process can be assumed to conform to the law of Darcy:(6)−∂p∂z=vμk,where k is permeability and μ is the kinetic viscosity of the fluid.


## 2.1. Test System and Material

Lateral flow occurs readily in loosely confined, pressure-free crushed rocks under axial pressure that are therefore unable to bear large loads. However, in certain situations, such as in coal mines and tunnels, broken rocks bear both large and small confined pressures. Therefore, a broken rock rheology-water and sand seepage test device (Figure1(a)) was designed for testing, using an MTS816 electrohydraulic servo-controlled test system (Figure 1(b)).Figure 1
Test equipment. 1: MTS816; 2: permeameter base; 3: upper permeable plate; 4: pressure-bearing ring; 5: lower permeable plate; 6: broken rock; 7: permeameter sleeve; 8: piston; 9: tray outlet; 10: water-sand collection tray; 11: pressure gauge; 12: flowmeter; 13: speed regulation pump.
(a)
Test system for rheology and seepage of broken rock(b)
MTS816 electrohydraulic servo-controlled test systemThe broken rock samples were mudstone particles with particle diameters of 5~8, 8~10, 10~12, 12~15, and 15~20 mm evenly mixed with a ratio of 1 : 1 : 1 : 1 : 1, and the density wasρ=2420kg/m3 in the natural state. Sand in western mining areas is natural aeolian sand, with a particle size distribution of 20~220 mesh. Each test used a total of 1200 g of broken rock, and 500 g of sand. The inner diameter of the cylinder was 100 mm with a height of 250 mm.


## 2.2. Test Solution

A broken rock mass of massm, fully moistened with water, was packed in the penetrator sleeve. Aeolian sand was then placed in the pressure-bearing ring and the sleeve was tapped lightly to compact the broken rock sample. The MTS816 was then started for loading, with the load being held at 0.05 kN for 10 minutes to stabilize the system and set the initial state. A preset load σi was then applied for the rheological test and the strain-stress curve of the broken rock was obtained. After a certain time ti, the deformation of the broken rock sample stabilized and the distance hi between the piston and the lower permeable plate was measured, which represented the height of the broken mudstone sample and was used to calculate the porosity of the broken mudstone, as shown in equation (1) as follows:(1)ϕi=1−mρmudstoner2πhii=1,2,3,4,where ϕi is the porosity of broken mudstone at time ti of the test; m is the mass of the broken mudstone sample; ρmudstone represents mudstone density; r is the radius of the permeameter sleeve; hi is the height of the mudstone test sample.The pump was then switched on and water was pressurized to a certain pressure in the permeameter at which the deformation of the broken rock stabilized. The water-sand mixture formed when the water flow stirred up the sand particles inside the pressure-bearing ring via the broken rock, and seepage occurred. The sand particles were divided into three parts when the seepage was stable: one part (m1) infiltrated with the water flow; a second part (m2) resided within the broken rock due to the filtering of the broken rock framework; a third part (m3) remained within the pressure-bearing ring. Among these, m2 was the sand filtered by the broken rock and changed the porosity of the broken rock framework with the variation ∇ϕi:(2)∇ϕi=m2ρaeoliansandr2πhi,where ρaeoliansand represents the aeolian sand density.Here, the porosity of the broken rock framework is represented byφi:(3)φi=ϕi−∇ϕii=1,2,3,4.In the test, the pressure differential of the seepage decreased linearly along the axial permeameter when the seepage stabilized. The outlet and inlet pressuresp were measured by the pressure gauge directly, and the outlet of the permeameter was connected to the atmosphere at pressure p0. Hence, the formula for the pressure gradient Δp is as follows:(4)Δp=−∂p∂z=p−p0hi,where z is the direction of the pressure gradient.The volume flow (Q) through the permeameter per unit time was measured by the flowmeter and was used to calculate the speed of seepage v:(5)v=Qπr2.In the test, when the water-sand seepage occurred, some of the particles resided inside the broken rock framework due to the effect of filtering and changed the porosity of the broken rock framework. It was very difficult to dynamically observe the internal framework since the entire test sample was in a confined environment. The change in the porosity and framework structure of the broken rock sample led to changes in its seepage characteristics. This paper reports an investigation of the characteristics of permeability, porosity, water infiltration, water-sand seepage, and sand filtration of broken rock through an analysis of the various deformation processes of broken rock. The seepage process can be assumed to conform to the law of Darcy:(6)−∂p∂z=vμk,where k is permeability and μ is the kinetic viscosity of the fluid.


## 3. Analysis of the Rheological Characteristics of Broken Rock Based on the Fractional Calculus

### 3.1. Curve of the Rheological Test of Broken Mudstone

Axial loads of 12, 30, 60, and 120 kN were successively applied on the samples during the tests, with the corresponding stresses being 1.53, 3.82, 7.64, and 15.29 MPa. The corresponding heights at which the broken rock test samples for the above four loads stabilized rheologically were 119, 109, 101, and 94 mm, respectively. Figure2 shows the strain-stress curves of the broken mudstone test samples.Figure 2
Test strain-time curves.It was observed that rock particles pushed against each other, slid to deform, and achieved a balance during the rheological processes of fractured rock samples. Rock particles were crushed directly under the effect of external load, smaller particles exited due to internal breakage or unstable crushing, and particle transfer and rearrangement were enhanced under the joint effect of water lubrication and external force. Unlike entire-rock compression tests, the rheological parameters of broken rocks vary due to the above reasons. The rheological parameters of rocks under varying loads, however, can be presumed to be constant and equal to the values obtained before crushing, for the entire-rock compression creeping test.


### 3.2. Basic Knowledge of Fractional Calculus

Among the many ways to define fractional calculus, the Riemann-Liouville definition is the most common. For any complexα>0, the integral fractional Riemann-Liouville definition is(7)Ia+αft=1Γα∫atfτdτt−τ1−αt>a,α>0,where Γα=∫0∞tα−1e−tdt is the Gamma function. When α is an integer, the definition of fractional calculus and integer calculus is(8)Ia+αft=1n−1!∫atfτdτt−τ1−nn∈N.The fractional Riemann-Liouville definition has supersingularity which is inconvenient for engineering and physical modeling. An Italian geophysicist, Caputo, proposed a definition of weakly singular fractional differentials, for0<α<1, which is expressed as(9)Dtαft=1Γ1−α∫atf′τdτt−ταt>a.The fractional derivative adopts the formdα/dtαft for practical applications.


### 3.3. Fractional Form of the Viscous Element

The Newton dashpot, when extended from the integer to fraction form, is known as the Abel dashpot (Figure3). Its constitutive equation is stated as(10)σt=ηαdαεbdαt0≤α.Figure 3
Abel dashpot.Equation (10) may be rearranged as(11)dαεdαt=σtηα,where ε is the strain on the viscous element and η is the viscous coefficient.Whenσt is constant, i.e., the stress is unchanged, the two sides of equation (11) for the fractional integral can be written per the operator theory of fractional calculus of Riemann-Liouville as(12)Jt=εtσ=1ηαtαΓ1+α.Equation (12) may be converted to a dimensionless form, from which the strain curve of the fractional Abel dashpot can be obtained (Figure 4).Figure 4
Strain characteristics of the Abel dashpot.Whenα=1, the element represents an ideal fluid; when α=0, it represents ideal elasticity. The Abel dashpot can represent the properties of both solids and fluids and can hence be used to study the mechanical properties of rheological rock.


### 3.4. A Constitutive Model of Fractional Rheology

Figure5 shows a fractional rheological model based on the Kelvin model:Figure 5
A fractional rheological model based on the Kelvin model.This model is based on a three-parameter model in series, i.e., a fractional Kelvin model with Abel dashpots (Figure5). The Kelvin model with an integer solution alone does not agree well with experimental data at the initial stage of creep, resulting in errors. After the introduction of fractional orders, the model was able to solve this problem well.The total strain of the model can be expressed as follows:(13)ε=ε0+ε1+ε2.(1)
Hooke’s law for solids(14)ε0t=σk0(2)
Integer Kelvin model(15)σ=k1ε1+ηε̇1,(16)ε1t=σk11−e−tk1/η1(3)
Fractional Kelvin model(17)σ=k2ε2t+ηdε2tdtAccording to the basic theory of fractional calculus, assume thata=k2/η2, b=σ/η2. At t=0, ε2=0.Equation (17) may then be written as follows:(18)dαε2tdαt+aε2t=b.Applying a Laplace transform to equation (18) yields(19)sαεs+aεs=bs.The following equation is then obtained:(20)εs=bssα+a.An inverse Laplace transform on equation (20) yields(21)ε2t=b∫0tt−sα−1Eα,α−at−sαds,where Eα,βz=∑n=0∞zn/Γnα+β. Replacing a,b in equation (21), the following equation is then obtained:(22)ε2t=η−1∑n=0∞−1nΓαn+α+1ηtαkn+1.Considering the three-part strain, the constitutive equation of the fractional rheological model can be expressed as(23)εt=σk0+σk11−e−tk1/η1+η−1∑n=0∞−1nΓαn+α+1ηtαkn+1.


### 3.5. Analysis of the Experimental Results of Broken Mudstone Based on the New Fractional Rheological Model

To study the rheological characteristics of saturated broken mudstone and validate the accuracy of the new fractional rheological model, the 1stOpt mathematical software is applied to fit the parameters according to the data obtained from the experiment. The fitting effect is shown in Figure6, based on the fractional rheological model (equation (23)).Figure 6
Rheological model fitting curve obtained from test results.It can be seen in Figure6 that the fitting accuracy between the theoretical and experimental values is high. The fitting parameters are shown in Table 1.Table 1
Parameters of new fractional model.
Axial compression (MPa)1.533.827.6415.29k0 (MPa)58.6012.106.675.21k1 (MPa)10.7012.3013.818.40k2 (MPa)58.5536.8933.2229.34η1103s⋅MPa1.802.082.202.40η2103s⋅MPa1.902.002.222.82α0.780.810.820.79Broken mudstone has remarkable creep characteristics, which can cause substantial changes in porosity and permeability. It is an important parameter that affects the safety of coal mining.Porosity refers to the ratio of the pore volume and the total volume of the particles in the broken state:(24)n=Vs−VVs,where n is the porosity; V is the particle volume of the broken rock sample; Vs is the total volume of the broken rock sample in the test. In this paper, the variation of the porosity of broken mudstone in a stable state of deformation for different levels of pressure is shown in Figure 7.Figure 7
Porosity curve.By fitting the data of steady-state porosity changes for different levels of pressure, the equation of the porosity curve is obtained as follows:(25)n=a⋅eb⋅P+c,where n is porosity; P is the axial pressure; parameters a, b, and c are constants, where a=0.193, b=−0.228, and c=0.335.


## 3.1. Curve of the Rheological Test of Broken Mudstone

Axial loads of 12, 30, 60, and 120 kN were successively applied on the samples during the tests, with the corresponding stresses being 1.53, 3.82, 7.64, and 15.29 MPa. The corresponding heights at which the broken rock test samples for the above four loads stabilized rheologically were 119, 109, 101, and 94 mm, respectively. Figure2 shows the strain-stress curves of the broken mudstone test samples.Figure 2
Test strain-time curves.It was observed that rock particles pushed against each other, slid to deform, and achieved a balance during the rheological processes of fractured rock samples. Rock particles were crushed directly under the effect of external load, smaller particles exited due to internal breakage or unstable crushing, and particle transfer and rearrangement were enhanced under the joint effect of water lubrication and external force. Unlike entire-rock compression tests, the rheological parameters of broken rocks vary due to the above reasons. The rheological parameters of rocks under varying loads, however, can be presumed to be constant and equal to the values obtained before crushing, for the entire-rock compression creeping test.


## 3.2. Basic Knowledge of Fractional Calculus

Among the many ways to define fractional calculus, the Riemann-Liouville definition is the most common. For any complexα>0, the integral fractional Riemann-Liouville definition is(7)Ia+αft=1Γα∫atfτdτt−τ1−αt>a,α>0,where Γα=∫0∞tα−1e−tdt is the Gamma function. When α is an integer, the definition of fractional calculus and integer calculus is(8)Ia+αft=1n−1!∫atfτdτt−τ1−nn∈N.The fractional Riemann-Liouville definition has supersingularity which is inconvenient for engineering and physical modeling. An Italian geophysicist, Caputo, proposed a definition of weakly singular fractional differentials, for0<α<1, which is expressed as(9)Dtαft=1Γ1−α∫atf′τdτt−ταt>a.The fractional derivative adopts the formdα/dtαft for practical applications.


## 3.3. Fractional Form of the Viscous Element

The Newton dashpot, when extended from the integer to fraction form, is known as the Abel dashpot (Figure3). Its constitutive equation is stated as(10)σt=ηαdαεbdαt0≤α.Figure 3
Abel dashpot.Equation (10) may be rearranged as(11)dαεdαt=σtηα,where ε is the strain on the viscous element and η is the viscous coefficient.Whenσt is constant, i.e., the stress is unchanged, the two sides of equation (11) for the fractional integral can be written per the operator theory of fractional calculus of Riemann-Liouville as(12)Jt=εtσ=1ηαtαΓ1+α.Equation (12) may be converted to a dimensionless form, from which the strain curve of the fractional Abel dashpot can be obtained (Figure 4).Figure 4
Strain characteristics of the Abel dashpot.Whenα=1, the element represents an ideal fluid; when α=0, it represents ideal elasticity. The Abel dashpot can represent the properties of both solids and fluids and can hence be used to study the mechanical properties of rheological rock.


## 3.4. A Constitutive Model of Fractional Rheology

Figure5 shows a fractional rheological model based on the Kelvin model:Figure 5
A fractional rheological model based on the Kelvin model.This model is based on a three-parameter model in series, i.e., a fractional Kelvin model with Abel dashpots (Figure5). The Kelvin model with an integer solution alone does not agree well with experimental data at the initial stage of creep, resulting in errors. After the introduction of fractional orders, the model was able to solve this problem well.The total strain of the model can be expressed as follows:(13)ε=ε0+ε1+ε2.(1)
Hooke’s law for solids(14)ε0t=σk0(2)
Integer Kelvin model(15)σ=k1ε1+ηε̇1,(16)ε1t=σk11−e−tk1/η1(3)
Fractional Kelvin model(17)σ=k2ε2t+ηdε2tdtAccording to the basic theory of fractional calculus, assume thata=k2/η2, b=σ/η2. At t=0, ε2=0.Equation (17) may then be written as follows:(18)dαε2tdαt+aε2t=b.Applying a Laplace transform to equation (18) yields(19)sαεs+aεs=bs.The following equation is then obtained:(20)εs=bssα+a.An inverse Laplace transform on equation (20) yields(21)ε2t=b∫0tt−sα−1Eα,α−at−sαds,where Eα,βz=∑n=0∞zn/Γnα+β. Replacing a,b in equation (21), the following equation is then obtained:(22)ε2t=η−1∑n=0∞−1nΓαn+α+1ηtαkn+1.Considering the three-part strain, the constitutive equation of the fractional rheological model can be expressed as(23)εt=σk0+σk11−e−tk1/η1+η−1∑n=0∞−1nΓαn+α+1ηtαkn+1.


## 3.5. Analysis of the Experimental Results of Broken Mudstone Based on the New Fractional Rheological Model

To study the rheological characteristics of saturated broken mudstone and validate the accuracy of the new fractional rheological model, the 1stOpt mathematical software is applied to fit the parameters according to the data obtained from the experiment. The fitting effect is shown in Figure6, based on the fractional rheological model (equation (23)).Figure 6
Rheological model fitting curve obtained from test results.It can be seen in Figure6 that the fitting accuracy between the theoretical and experimental values is high. The fitting parameters are shown in Table 1.Table 1
Parameters of new fractional model.
Axial compression (MPa)1.533.827.6415.29k0 (MPa)58.6012.106.675.21k1 (MPa)10.7012.3013.818.40k2 (MPa)58.5536.8933.2229.34η1103s⋅MPa1.802.082.202.40η2103s⋅MPa1.902.002.222.82α0.780.810.820.79Broken mudstone has remarkable creep characteristics, which can cause substantial changes in porosity and permeability. It is an important parameter that affects the safety of coal mining.Porosity refers to the ratio of the pore volume and the total volume of the particles in the broken state:(24)n=Vs−VVs,where n is the porosity; V is the particle volume of the broken rock sample; Vs is the total volume of the broken rock sample in the test. In this paper, the variation of the porosity of broken mudstone in a stable state of deformation for different levels of pressure is shown in Figure 7.Figure 7
Porosity curve.By fitting the data of steady-state porosity changes for different levels of pressure, the equation of the porosity curve is obtained as follows:(25)n=a⋅eb⋅P+c,where n is porosity; P is the axial pressure; parameters a, b, and c are constants, where a=0.193, b=−0.228, and c=0.335.


## 4. Water-Sand Seepage Characteristics of Fractured Rock due to Rheological Effects

The porous characteristics of a fractured rock skeleton are the basic factors that determine its permeability. According to the different heights,hi, of the broken rock samples, the pump speed was adjusted and the water pressure P was changed to maintain the water pressure gradient Δp at 8×10−3 MPa/mm. The test data is shown in Table 2.Table 2
Water and sediment seepage test data of broken rock samples under different loads.
Stress level (MPa)Initial porosityv (mm/s)m1 (g)m2 (g)1.530.2634.69421123.820.2964.71651117.640.3314.7810610915.290.3744.96161103During the water and sediment seepage test, the porosity of broken rock changed due to filtration and the barrier effect of the broken rock skeleton. When the water and sediment seepage was stable, the masses of permeable sand particles (m1) and filtered sand particles (m2) were different for broken rock skeletons with different initial porosities. Figure 8 shows the relationship between the final porosity and permeability when the water-sand seepage was stable.Figure 8
Relationship between initial porosity and seepage characteristics under axial loading.It can be seen in Figure8 that water and sand seepage reduced the permeability of the fractured rock samples. When the initial porosity of the fractured rock was small, the change in porosity was large. In other words, sand particles may play a role in filling voids, thus reducing the possibility of a large-scale water inrush. When the initial porosity increased to a certain value, the porosity variation ∇ϕi tended to be 0, the broken rock lost the ability to filter sand, and almost all sand particles exited the broken rock. Under these conditions, there was a great risk of water inrush and sand break.When a steady seepage state was reached, the framework of the broken rock was filled with sand particles. It can be seen in Figure8 that with an increase in initial porosity, the filtration quality of a broken rock sample decreased and the permeability increased. The relationship between the initial porosity and the quality of sand burst and filtration can be expressed by an exponential function (equation (26)):(26)m1=−57.68+15.12eϕ/0.14,m2=−112.74−0.00213eϕ/0.04428.


## 5. Conclusion

In this paper, an experimental study on the water-sand seepage characteristics of fractured rock under rheological action was conducted:(1)
Creep-time characteristic plots were obtained by conducting axial compression experiments on several groups of broken mudstone samples. During compaction of saturated broken rock samples, particle crushing and sliding deformations were encountered. During the compaction rheological process, the elastic modulus and viscosity coefficient of the samples changed continuously and the deformation characteristics were quite different from those of whole-rock compression. In this paper, a fractional-order parameterα was used to equivalently represent the continuous changes in the elastic modulus and viscosity coefficient. Based on fractional calculus and a three-parameter model, a fractional Kelvin model was connected in series with an Abel dashpot to form a new rheological model(2)
Creep data of broken mudstone under different pressures were obtained from axial compression tests of several groups of broken rock samples. The parameters of the new fractional rheological model were fitted using 1stOpt software, by inputting the creep parameters of broken mudstone samples under different pressures. Compared with the three-parameter model, the fitting accuracy of the fractional rheological model was higher. From the rheological data of broken mudstone samples, the values of the stable porosities of broken mudstone under various pressures were determined and the relationship between pressure and porosity was obtained by fitting the test data(3)
When the rheological tests of each group of broken rock were stable, a water pressure gradient of8×10−3 MPa/mm was applied to the permeameter using a pump for each sample. The water-sand mixed fluid percolated through the broken rock samples, and the value of permeability obtained was 10−13 m2. However, sand particles could not completely pass through the broken rock samples. Some sand particles were filtered and intercepted by broken rock and became part of the broken rock sample, thus changing its porosity and permeability. An exponential relationship between the initial porosity and the quality of sand burst and filtration was thereby obtained. This study guides the risk prediction and assessment of water and sand inrush in broken rock



---

*Source: 5593448-2021-08-21.xml*