# Study of the Mechanism of Fracture Grouting in Deeply Buried Rock Strata Based on Bingham Fluid Slurry

Authors: Xiangyang Liu; Hua Cheng; Jian Lin; Chuanxin Rong; Mingjing Li; Huidong Xu
Journal: Advances in Civil Engineering
 (2019)

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## Abstract

In view of the fact that the theory of fracture grouting in deeply buried rock strata seriously lags behind engineering practices, a circular fracturing diffusion model of a single fracture was established by considering numerous influencing factors of deeply buried rock strata, such as the crustal stress characteristics, rock mechanical properties, and time-varying characteristics of the serous viscosity. By setting the stress intensity factorKI equal to the material fracture toughness KIC at the fracture tip as the criterion for fracturing, the diffusion equation for the fracture grouting was derived and verified experimentally. Theoretical analysis shows that the fracture grouting pressure P0 is linearly proportional to the depth of the strata H and the lateral pressure coefficient k. The time-varying characteristics of the serous viscosity have an important influence on the grouting pressure and the diffusion radius. Its early impact is small, while its later impact is large. The diffusion radius of the grouting is indirectly proportional to the grouting pressure and the grouting flow rate. In order to increase the diffusion radius of the grouting, the grouting pressure and the grouting flow rate should be increased simultaneously. In order, the main factors influencing the diffusion radius of the fracture grouting are the time-varying characteristics of the serous viscosity, the grouting pressure, the grouting flow rate, and the depth of the strata.


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## Body

## 1. Introduction

Strata grouting is one of the indispensable technologies for preventing water disasters and strengthening soft ground in underground engineering projects [1]. Recently, due to the increase in the depth of mining exploitation in China, more and more projects have used grouting technology to prevent water disasters in deeply buried rock strata. For example, in the ground pregrouting of bedrock in deep mine shafts (400 m deep), grouting is applied to the aquifers at the top and bottom of the coal mining working face to prevent water flow, etc. [2].Because deep strata are characterized by large ground pressure, high water pressure, and generally poor injectability [3], most strata require the use of high-pressure fracture grouting to achieve a better grouting effect. Strata grouting is related to the geological environment, grouting technology, grouting materials, and the grouting process, besides the uncertainty in the distribution of the pores, fractures, bedding, and joints of the rock strata. The use of grouting in engineering projects has seriously lagged behind its need, and thus, grouting engineering designs lack scientific theoretical guidance and are still based on engineering analogy, although domestic and foreign experts and scholars have carried out a great deal of research on the theory of fracture grouting.At present, few theoretical studies have been conducted on the diffusion process of fracture grouting. Gustafson et al. [4] established the grout migration equation for a single fracture under constant pressure grouting based on the Bingham fluid constitutive model. Houlsby [5] conducted a single-fracture grouting simulation test and tested the grouting pressure, flow rate, and other grouting parameters. Lombardi [6] and Baker [7] deduced the maximum diffusion radius of a Bingham fluid and a Newtonian fluid in rock mass fractures, respectively. Chen et al. [8] simulated the fracture grouting diffusion process using the finite element method (FEM) and volume of fluid (VOF) method. Zou et al. [9] and Wittlke [10] also proposed similar theories on this problem. In China, Zou et al. [11], Sun et al. [12, 13], and Zhang and Zou [14] studied the laws of Newtonian fluid, Bingham fluid, and power-law fluid fracture grouting, respectively. They obtained the equation relating the grouting pressure and fracture diffusion radius and carried out the verification and analysis using simulation experiments of fracture grouting. Zhang et al. [15] discussed the diffusion mechanism of a Herschel–Bulkley fluid under the influence of gravity, fracture inclination, and other factors. Shu-cai et al. [16–19] established the grout migration equation for a single fracture on the condition of time-varying serous viscosity based on previous studies.The above research on the continued splitting and cracking of fracture is based on the assumption that the slurry pressure at the tip of the fracture is equal to the minimum principal stress [20], ignoring the influence of the fracture geometry on the split propagation, and not considering the coupling effect of the slurry flow and the fracture wall. In particular, for complex geological conditions, natural primary fractures randomly distributed throughout a space are affected by the internal slurry pressure and the external crustal stress. In addition, the fracturing and expansion of these fractures are affected by many natural factors. According to the principle of hydraulic fracturing, the stress intensity factor at the fracture tip increases under high hydraulic pressure, which promotes fracture initiation and expansion. Compared with hydraulic fracturing, the essential differences in fracture grouting are that the slurry has a greater viscosity relative to the water and the viscosity increases with time, which hinders the fracturing and expansion behavior of the slurry. Therefore, based on the fracture mechanics theory and fluid mechanics, in this study, we investigate the fracture diffusion mechanism of viscoelastic grout with time-varying characteristics in deeply buried rock strata and establish a theoretical single-fracture grouting model, in which the stress intensity factor KI is equal to the material fracture toughness KIC at the fracture tip. In addition, we present a diffusion equation of fracture grouting, which takes into consideration the formation factors and time-varying characteristics of viscosity. Finally, we analyze the influences of the crustal stress, grouting pressure, grouting flow rate, and time-varying characteristics of the serous viscosity on the grout fracture diffusion, which provides a theoretical basis for grouting design and the optimization of deeply buried rock engineering.


## 2. Circular Fracture Diffusion Model of a Single Fracture

### 2.1. Basic Assumptions

For the mathematical formulation, make the following assumptions:(1)
The slurry is an anisotropic incompressible Bingham fluid, and the injected rock mass is an isotropic elastomer.(2)
Except for near the grouting hole, the slurry flow is laminar. There is no slip at the crack boundary, and the slurry movement velocity at the boundary of the fracture channel is 0.(3)
The forces at the fracture tip and the upper and lower side walls of the fracture channel are perpendicular to the axis of symmetry of the fracture channel.(4)
The slurry only exists in the fracture channel, and its quality is not lost with the flow.


### 2.2. Circular Fracture Diffusion Model of a Single Fracture

Due to the large number of joints, fractures, and bedding structures naturally distributed in rock strata, it is necessary to analyze the mechanism of single-fracture grouting considering crustal stress when studying the diffusion law of fracture grouting in deeply buried rock strata. As shown in Figure1(a), we assume that the maximum principal stress and the minimum principal stress within the rock strata are in the horizontal and vertical directions, respectively. The horizontal and vertical stresses on a single fracture are σ1 and σ3, respectively. The angle between the fracture surface and the maximum principal stress is α when the grouting pressure Ps in the fracture is stable. Based on fracture mechanics theory, when α = 0 and the internal pressure Ps reaches KIC/πL+σ3, the fracture in the rock strata fractures and expands. In fracture grouting, when the grouting fluid flow is shear flow, the grouting pressure in the fracture channel exhibits a decreasing nonuniform load distribution, as shown in Figure 1(c). In particular, there are natural fractures in deeply buried rock strata, and their angular (α) positions are randomly distributed. Therefore, during fracture grouting, the fracturing of the fracture is caused by the grouting pressure throughout the entire inner fracture. The criterion should be that the grouting pressure on the inner wall of the entire fracture and the crustal stress on the outer wall at the fracture’s tip generate a stress intensity factor KI equal to the material fracture toughness KIC. Based on the above analysis, a circular fracture diffusion model for a single fracture was established, as shown in Figure 1(b).Figure 1
Force diagram of a fracture. (a) Single-fracture stress. (b) Fracturing diffusion model of single fracture. (c) Pressure distribution in fracture.σα is the normal stress on the fracture’s surface; τα is the shear stress on the fracture’s surface; r is the radius of the grouting hole; 2b is the height of the fracture channel; L is the fracture length; and wx corresponds to the fracture width at different values of x.


## 2.1. Basic Assumptions

For the mathematical formulation, make the following assumptions:(1)
The slurry is an anisotropic incompressible Bingham fluid, and the injected rock mass is an isotropic elastomer.(2)
Except for near the grouting hole, the slurry flow is laminar. There is no slip at the crack boundary, and the slurry movement velocity at the boundary of the fracture channel is 0.(3)
The forces at the fracture tip and the upper and lower side walls of the fracture channel are perpendicular to the axis of symmetry of the fracture channel.(4)
The slurry only exists in the fracture channel, and its quality is not lost with the flow.


## 2.2. Circular Fracture Diffusion Model of a Single Fracture

Due to the large number of joints, fractures, and bedding structures naturally distributed in rock strata, it is necessary to analyze the mechanism of single-fracture grouting considering crustal stress when studying the diffusion law of fracture grouting in deeply buried rock strata. As shown in Figure1(a), we assume that the maximum principal stress and the minimum principal stress within the rock strata are in the horizontal and vertical directions, respectively. The horizontal and vertical stresses on a single fracture are σ1 and σ3, respectively. The angle between the fracture surface and the maximum principal stress is α when the grouting pressure Ps in the fracture is stable. Based on fracture mechanics theory, when α = 0 and the internal pressure Ps reaches KIC/πL+σ3, the fracture in the rock strata fractures and expands. In fracture grouting, when the grouting fluid flow is shear flow, the grouting pressure in the fracture channel exhibits a decreasing nonuniform load distribution, as shown in Figure 1(c). In particular, there are natural fractures in deeply buried rock strata, and their angular (α) positions are randomly distributed. Therefore, during fracture grouting, the fracturing of the fracture is caused by the grouting pressure throughout the entire inner fracture. The criterion should be that the grouting pressure on the inner wall of the entire fracture and the crustal stress on the outer wall at the fracture’s tip generate a stress intensity factor KI equal to the material fracture toughness KIC. Based on the above analysis, a circular fracture diffusion model for a single fracture was established, as shown in Figure 1(b).Figure 1
Force diagram of a fracture. (a) Single-fracture stress. (b) Fracturing diffusion model of single fracture. (c) Pressure distribution in fracture.σα is the normal stress on the fracture’s surface; τα is the shear stress on the fracture’s surface; r is the radius of the grouting hole; 2b is the height of the fracture channel; L is the fracture length; and wx corresponds to the fracture width at different values of x.


## 3. Grouting Fracturing Pressure and Fracture Channel Expansion Conditions

### 3.1. Determination of the Grouting Fracture Pressure

Assuming that the injected rock mass has no natural defect, such as joint and fracture, the stress on the grouting hole is shown in Figure2. The radius of the bare hole section of the grouting hole is r, the grouting pressure is P0, the maximum principal stress is σ1, and the minimum principal stress is σ3. According to the hydraulic fracturing principle [21], in the case of no liquid filtration loss, the grouting pressure in a horizontal fracture is(1)P0=σ3+σt0.94,where σt is the tensile strength of the rock.Figure 2
Force diagram of a bare hole during fracture grouting.According to the test results reported in reference [22], the tensile strength obtained using the pore compression fracturing method is approximately 2.5 times the pure tensile strength obtained using the uniaxial direct tensile method under triaxial pore pressure. This leads to the following relationship:(2)σt=2.5σt∗,where σt is the tensile strength determined using the pore pressure fracturing method for rock and σt∗ is the uniaxial tensile strength of the rock.


### 3.2. Criterion for Fracturing and Expansion

Fracture grouting is a process in which the rock mass fractures expand successively under the action of high grouting pressure and then they open further after the fractures connect with each other. According to the fracture propagation theory of hydraulic fracturing [23, 24], when the pressure within the fracture is distributed continuously along the entire length of the fracture, the stress intensity factor KI at the fracture’s tip is(3)KI=2πL∫rLΔPxL2−x2xdx,where ΔPx=pxσα is the net pressure within the fracture, Px is the fluid pressure with the fracture and PL≥0, σα is the crustal stress perpendicular to the fracture’s surface, r is the radius of the grouting hole, and L is the fracture length.For the expansion distance, the radius of the grouting hole is small. Therefore, the parameterr in equation (3) can be ignored, and the stress intensity factor KI at the fracture tip is(4)KI=2πL∫0LΔPxL2−x2xdx.In engineering, the fracture propagation condition is of the greatest concern. According to fracture mechanics [23], the form is(5)KΙ=KΙC,KΙC=2Eε1−χ2,where KIC is the material fracture toughness, E is Young’s modulus, ε is Poisson’s ratio, and χ is the specific surface energy.


## 3.1. Determination of the Grouting Fracture Pressure

Assuming that the injected rock mass has no natural defect, such as joint and fracture, the stress on the grouting hole is shown in Figure2. The radius of the bare hole section of the grouting hole is r, the grouting pressure is P0, the maximum principal stress is σ1, and the minimum principal stress is σ3. According to the hydraulic fracturing principle [21], in the case of no liquid filtration loss, the grouting pressure in a horizontal fracture is(1)P0=σ3+σt0.94,where σt is the tensile strength of the rock.Figure 2
Force diagram of a bare hole during fracture grouting.According to the test results reported in reference [22], the tensile strength obtained using the pore compression fracturing method is approximately 2.5 times the pure tensile strength obtained using the uniaxial direct tensile method under triaxial pore pressure. This leads to the following relationship:(2)σt=2.5σt∗,where σt is the tensile strength determined using the pore pressure fracturing method for rock and σt∗ is the uniaxial tensile strength of the rock.


## 3.2. Criterion for Fracturing and Expansion

Fracture grouting is a process in which the rock mass fractures expand successively under the action of high grouting pressure and then they open further after the fractures connect with each other. According to the fracture propagation theory of hydraulic fracturing [23, 24], when the pressure within the fracture is distributed continuously along the entire length of the fracture, the stress intensity factor KI at the fracture’s tip is(3)KI=2πL∫rLΔPxL2−x2xdx,where ΔPx=pxσα is the net pressure within the fracture, Px is the fluid pressure with the fracture and PL≥0, σα is the crustal stress perpendicular to the fracture’s surface, r is the radius of the grouting hole, and L is the fracture length.For the expansion distance, the radius of the grouting hole is small. Therefore, the parameterr in equation (3) can be ignored, and the stress intensity factor KI at the fracture tip is(4)KI=2πL∫0LΔPxL2−x2xdx.In engineering, the fracture propagation condition is of the greatest concern. According to fracture mechanics [23], the form is(5)KΙ=KΙC,KΙC=2Eε1−χ2,where KIC is the material fracture toughness, E is Young’s modulus, ε is Poisson’s ratio, and χ is the specific surface energy.


## 4. Bingham Fluid Fracturing Diffusion Equation

### 4.1. Slurry Constitutive Equation

The different grouting materials used in engineering can be divided into two categories: Newtonian fluids and Bingham fluids [25]. Cement slurry, cement and sodium silicate slurry, and cement-based speed setting slurry with a water-cement ratio of W/C = 0.6–1, which are commonly used, are all generalized as Bingham fluids. The most commonly used cement and sodium silicate grout (C–S grout) materials are used in this study to carry out the relevant theoretical research.Both theory and practice show that the viscosity of the slurry increases gradually before solidification, and it is time-varying. The viscosity change of the slurry directly affects the diffusion range of the slurry. Generally, the viscosity of the slurry materials increases with increasing time. As was reported by Zhang et al. [17], the rheology of a quick-setting grout can be expressed as a power function:(6)ut=mtn,where m is the flow consistency index m = 8.4310−4–1.8610−2 and n is the flow behavior index n = 2.066–2.649. For the convenience of calculation, n = 2.5 is used in the following calculation.When the grout flow pattern is a generalized Bingham fluid, the yield shear force and the time-varying characteristics of the plastic viscosity property required by the grout movement are taken into consideration. The grout constitutive equation is as follows:(7)τ=τ0+utγ•=τ0+utdvdz,where τ is the shear stress, τ0 is the yield shear force, ut is a time-dependent function of the dynamic viscosity, γ• is the velocity gradient, t is the injection time, v is the velocity, and z is the distance perpendicular to the flow direction.


### 4.2. Slurry Transport Equation

In grouting engineering, the stress on the fracture wall is solved using the single-fracture slurry diffusion model. Generally, due to the small included angle of the fractures, it is assumed that the fracture walls are parallel to each other, and the length of the fracture tips is relatively small compared to the distance of the fracture expansion. Thus, it can be assumed that the fracture walls are parallel to each other, and the slurry moves in a two-dimensional manner (Figure3). When the fracture length is L, the fluid in the fracture moves in the x direction at velocity v under the grouting pressure. A fluid element within the plane xoy, which is a symmetrical plane of length dx, is shown in Figure 3. The fluid unit pressure on both ends is P+dP and P, the shear stress on the upper and lower surfaces is τ, and the direction and velocity of the flow are in the opposite direction.Figure 3
Element body equilibrium analysis.As shown in Figure3, the equilibrium condition of the stable flow in the coordinate system is [26](8)P+dP×2zx+dxdθ−P×2zxdθ+2τxdxdθ−ρg×2zxdxdθ×sinαcosθ=0,where ρ is the slurry density, g is the acceleration due to gravity, dx is the length of the element, θ is the azimuth of the slurry diffusion, dθ is the argument of the microunit, P is the slurry pressure, and dP is the increase in the slurry pressure.We substitute equation (7) into equation (8) to get(9)dvdz=1utzdPdx−3τ02b−ρgsinαcosθ.Whenτ<τ0, there is a central stream nucleus region with a height of 2h. That is to say, when −h≤z≤h, v=vz=±h, z=±b, and v = 0. During the grouting process, the grouting pressure gradient is generally much larger than the shear yield stress of the slurry, and the high-order items in the above equation can be ignored. Thus, the average velocity of the slurry on the fracture section can be simplified as(10)v¯=−b23utdPdx−3τ02b−ρgsinαcosθ,where dP/dx is the pressure gradient along the slurry diffusion direction.During the grouting process, according to the law of conservation of mass, the grouting flow rateq is defined as(11)q=2πx∫−bbv¯dz=−4πxb33utdPdx−ρgsinαcosθ−3τ02b.Based on equations (6) and (11),(12)dPdx=−3qmtn4πxb3+3τ02b+ρgsinαcosθ.If the slurry only flows along the radial direction and the distance of the slurry fracture diffusion at timet is x, then t=4πbx2/q.Whenx is equal to the grouting hole radius r and P is equal to P0 of the grouting pressure, the expression of the grouting pressure in the direction of fracture development is as follows [17]:(13)Px=P0−Ax2n−r2n+3τ02bx−r+ρgx−rsinαcosθ,where A=3m/n×2n−3×πn−1×bn−3q1−n and P0 represents the grouting pressure at the grouting hole.The fracture is subjected to the forces shown in Figure1(a), according to the rock and soil mechanics, the maximum and minimum principal stresses on the outer wall of the fracture are σ1 and σ3, respectively:(14)σ3=σcz+PS,σ1=σch+PS=kσcz+PS,where Ps is the hydrostatic pressure (MPa), PS=γwHw, and σch and σcz are the vertical effective stress and the lateral effective stress, respectively. σcz=∑i=1nγiHi, and k is the lateral pressure coefficient. The k value used in this paper is greater than 1, i.e., it mainly studies the case of large horizontal pressure.The total normal stress applied to the wall of the microfractureσα (MPa) is(15)σα=σ1+σ32−σ1−σ32cos2α.


### 4.3. Slurry Fracture Diffusion Equation

If the grouting pressureP0 is given at the grouting hole, the grouting pressure of the slurry in the fracture channel attenuates due to the action of the grouting shear flow, so the fracture’s inner wall bears an uneven distribution load. When the stress intensity factor generated by the grouting pressure within the fracture tip L is less than the material fracture toughness of the rock, as the grouting diffusion range increases, the fracture will no longer fracture and expand.Substituting equations (13) and (16) into equation (4), we obtain the fracture stress intensity factor:(16)KI=2LπP0+Ar2n−3τ0r2b−ρgrsinαcosθ−σα−Ps−2AπL∫0Lx2n+1L2−x2dx+2πL3τ02b+ρgsinαcosθ∫0Lx2L2−x2dx.IfKI is replaced by KIC, the initial grouting pressure P0 with a maximum radius of L can be obtained under the condition of rich water depth and burial:(17)P0=π4LKIC+gL−πL43τ02b+ρgsinαcosθ−Ar2n+3τ0r2b+ρgrsinαcosθ+σα,where gL=2A/πL∫0Lx2n+1/L2−x2dx.According to equation (6), n = 2.066–2.649. In order to facilitate the discussion of the parameters below, we temporarily set n = 2.5 and use the trigonometric function of equation (17) to obtain(18)P0=π4LKIC+5πAL516−πL43τ02b+ρgsinαcosθ−Ar2n+3τ0r2b+ρgrsinαcosθ+σα.Equations (17) and (18) are the diffusion equations for fracture grouting considering the crustal stress and slurry viscosity. The grouting pressure required for fracturing significantly increases due to the high water and soil pressure. Material fracture toughness (KIC), in situ stress (σ1 and σ3), fracture surface attitude (α, b), grouting pressure (P0), grouting flow rate (q), and slurry viscosity (μ) are important factors determining the characteristics of the fracture.If the time-varying characteristics of the serous viscosity are not taken into consideration, the simplified version of equation (17) can be used to calculate the initial grouting pressure P0, which finally makes the slurry fracture and diffuse to the maximum radius L:(19)P0=π4LKIC+3u0q4Lb3fL−πL43τ02b+ρgsinαcosθ+r3τ02b+ρgsinαcosθ+σα,where u0 is the viscosity of the slurry, which is regarded as a fixed value fL=∫rLxlnx/r/L2−x2dx.Whenx⟶L, it is known from equation (19) that fL has the singularity of the solution, and it can be seen that equation (19) also has the singularity of the solution, which obviously does not correspond to the actual situation. In order to avoid the irrational pressure caused by the singularity of the equation, the Taylor series expansion is used to simplify fL, then (19) can be simplified as(20)P0=π4LKIC+3u0q4Lb3π2+23L+lnLr−32LcosrL−πL43τ02b+ρgsinαcosθ+r3τ02b+ρgsinαcosθ+σα.


### 4.4. Experimental Verification

We verified the correctness of the theoretical derivation using the experimental data of Li [17].


#### 4.4.1. Test Configuration and Design

Ning et al. [27] tested the mechanical parameters of sand conglomerate. Then, they carried out a simulation experiment on fracturing expansion using a large true triaxial fracturing model of sand conglomerate reservoir water (gel fracturing fluid). The test rock sample was a standard cube with a side length of 300 mm, and a blind hole with a diameter of 16 mm and a depth of 165 mm was drilled in the center of one side. A steel pipe (shaft) with an outer diameter of 15 mm, an inner diameter of 8 mm, and a length of 135 mm was mounted in the blind hole using a high-strength epoxy resin adhesive with a 30 mm open hole section reserved at the bottom.In order to simulate an underground triaxial stress environment, the triaxial hydraulic loading mode is adopted to apply triaxial stress in theX, Y, and Z directions, i.e., σV=20MPa, σH=15MPa, and σh=5MPa, respectively. Both the direction of the wellbore and the direction of the horizontal minimum principal stress are along the X-axis. The radius (r) of the grouting hole is 0.008 metre, the slurry viscosity (u0) of gel fracturing fluid is 120 MPa·s, and the grouting flow rate (q) is 20 ml/min. Due to the tensile strength of the G2 gravel consolidated interface, σt∗=7.4MPa. According to reference [28], KIC = 1.07 MPa·m1/2. More details about the experimental model can be found in reference [27].


#### 4.4.2. Comparison and Analysis

Regardless of the yield shear forceτ0 and the time-varying characteristics of the serous viscosity and the gravity effect of the fracture extension study, type (20) is adopted to determine how the grouting pressure changes with time; the calculation results are compared with the test results of sample #2 [27] in Figure 4.Figure 4
Grouting pressure versus time.From Figure4, we get to know the following three facts.At the beginning of the test, the grouting pressure accumulates in the period of 0–240 s. When the pressure increases to about 26.1 MPa, the hydraulic fracture in the rock sample initiates from inside the gravel. Since the gravel contact propagation mode of the hydraulic fractures is mainly dependent on the cementation condition of the interface and the tensile strength of the gravel body, the tensile strength of the G2 gravel cementation interface, which was measured using the Brazilian fracturing test, isσt∗=7.4MPa. According to equation (1), the grouting pressure of the horizontal fractures formed in this experiment is 23.5 MPa. In comparison, there is a certain deviation between the calculated and measured values of the grouting pressure required for rock sample initiation. This is because there is a gravel belt with a large grain size in the axis direction of the vertical open hole in the middle of rock sample #2, and the tensile strength of the gravel body is greater than that of the cement surface.During the test, fracturing behavior occurs from 240 s to 600 s, so the starting time of the theoretical calculation was set as 240 s, and the theoretical value of the grouting pressure in the fracture expansion process was calculated using equation (19), as shown in Figure 3. We found that the required grouting pressure is increasing and slope is constantly increasing with the continuation of grouting time by comparing calculated values with experimental values of grouting pressure. The theoretical calculated value is in good agreement with the experimental results for 240−600 s.Later in the experiment, the rapid expansion of the fractures occurs along the fracture surface to the boundary of the rock samples, and the pumping pressure rapidly decreases to about 3 MPa from 600 s to 800 s.


## 4.1. Slurry Constitutive Equation

The different grouting materials used in engineering can be divided into two categories: Newtonian fluids and Bingham fluids [25]. Cement slurry, cement and sodium silicate slurry, and cement-based speed setting slurry with a water-cement ratio of W/C = 0.6–1, which are commonly used, are all generalized as Bingham fluids. The most commonly used cement and sodium silicate grout (C–S grout) materials are used in this study to carry out the relevant theoretical research.Both theory and practice show that the viscosity of the slurry increases gradually before solidification, and it is time-varying. The viscosity change of the slurry directly affects the diffusion range of the slurry. Generally, the viscosity of the slurry materials increases with increasing time. As was reported by Zhang et al. [17], the rheology of a quick-setting grout can be expressed as a power function:(6)ut=mtn,where m is the flow consistency index m = 8.4310−4–1.8610−2 and n is the flow behavior index n = 2.066–2.649. For the convenience of calculation, n = 2.5 is used in the following calculation.When the grout flow pattern is a generalized Bingham fluid, the yield shear force and the time-varying characteristics of the plastic viscosity property required by the grout movement are taken into consideration. The grout constitutive equation is as follows:(7)τ=τ0+utγ•=τ0+utdvdz,where τ is the shear stress, τ0 is the yield shear force, ut is a time-dependent function of the dynamic viscosity, γ• is the velocity gradient, t is the injection time, v is the velocity, and z is the distance perpendicular to the flow direction.


## 4.2. Slurry Transport Equation

In grouting engineering, the stress on the fracture wall is solved using the single-fracture slurry diffusion model. Generally, due to the small included angle of the fractures, it is assumed that the fracture walls are parallel to each other, and the length of the fracture tips is relatively small compared to the distance of the fracture expansion. Thus, it can be assumed that the fracture walls are parallel to each other, and the slurry moves in a two-dimensional manner (Figure3). When the fracture length is L, the fluid in the fracture moves in the x direction at velocity v under the grouting pressure. A fluid element within the plane xoy, which is a symmetrical plane of length dx, is shown in Figure 3. The fluid unit pressure on both ends is P+dP and P, the shear stress on the upper and lower surfaces is τ, and the direction and velocity of the flow are in the opposite direction.Figure 3
Element body equilibrium analysis.As shown in Figure3, the equilibrium condition of the stable flow in the coordinate system is [26](8)P+dP×2zx+dxdθ−P×2zxdθ+2τxdxdθ−ρg×2zxdxdθ×sinαcosθ=0,where ρ is the slurry density, g is the acceleration due to gravity, dx is the length of the element, θ is the azimuth of the slurry diffusion, dθ is the argument of the microunit, P is the slurry pressure, and dP is the increase in the slurry pressure.We substitute equation (7) into equation (8) to get(9)dvdz=1utzdPdx−3τ02b−ρgsinαcosθ.Whenτ<τ0, there is a central stream nucleus region with a height of 2h. That is to say, when −h≤z≤h, v=vz=±h, z=±b, and v = 0. During the grouting process, the grouting pressure gradient is generally much larger than the shear yield stress of the slurry, and the high-order items in the above equation can be ignored. Thus, the average velocity of the slurry on the fracture section can be simplified as(10)v¯=−b23utdPdx−3τ02b−ρgsinαcosθ,where dP/dx is the pressure gradient along the slurry diffusion direction.During the grouting process, according to the law of conservation of mass, the grouting flow rateq is defined as(11)q=2πx∫−bbv¯dz=−4πxb33utdPdx−ρgsinαcosθ−3τ02b.Based on equations (6) and (11),(12)dPdx=−3qmtn4πxb3+3τ02b+ρgsinαcosθ.If the slurry only flows along the radial direction and the distance of the slurry fracture diffusion at timet is x, then t=4πbx2/q.Whenx is equal to the grouting hole radius r and P is equal to P0 of the grouting pressure, the expression of the grouting pressure in the direction of fracture development is as follows [17]:(13)Px=P0−Ax2n−r2n+3τ02bx−r+ρgx−rsinαcosθ,where A=3m/n×2n−3×πn−1×bn−3q1−n and P0 represents the grouting pressure at the grouting hole.The fracture is subjected to the forces shown in Figure1(a), according to the rock and soil mechanics, the maximum and minimum principal stresses on the outer wall of the fracture are σ1 and σ3, respectively:(14)σ3=σcz+PS,σ1=σch+PS=kσcz+PS,where Ps is the hydrostatic pressure (MPa), PS=γwHw, and σch and σcz are the vertical effective stress and the lateral effective stress, respectively. σcz=∑i=1nγiHi, and k is the lateral pressure coefficient. The k value used in this paper is greater than 1, i.e., it mainly studies the case of large horizontal pressure.The total normal stress applied to the wall of the microfractureσα (MPa) is(15)σα=σ1+σ32−σ1−σ32cos2α.


## 4.3. Slurry Fracture Diffusion Equation

If the grouting pressureP0 is given at the grouting hole, the grouting pressure of the slurry in the fracture channel attenuates due to the action of the grouting shear flow, so the fracture’s inner wall bears an uneven distribution load. When the stress intensity factor generated by the grouting pressure within the fracture tip L is less than the material fracture toughness of the rock, as the grouting diffusion range increases, the fracture will no longer fracture and expand.Substituting equations (13) and (16) into equation (4), we obtain the fracture stress intensity factor:(16)KI=2LπP0+Ar2n−3τ0r2b−ρgrsinαcosθ−σα−Ps−2AπL∫0Lx2n+1L2−x2dx+2πL3τ02b+ρgsinαcosθ∫0Lx2L2−x2dx.IfKI is replaced by KIC, the initial grouting pressure P0 with a maximum radius of L can be obtained under the condition of rich water depth and burial:(17)P0=π4LKIC+gL−πL43τ02b+ρgsinαcosθ−Ar2n+3τ0r2b+ρgrsinαcosθ+σα,where gL=2A/πL∫0Lx2n+1/L2−x2dx.According to equation (6), n = 2.066–2.649. In order to facilitate the discussion of the parameters below, we temporarily set n = 2.5 and use the trigonometric function of equation (17) to obtain(18)P0=π4LKIC+5πAL516−πL43τ02b+ρgsinαcosθ−Ar2n+3τ0r2b+ρgrsinαcosθ+σα.Equations (17) and (18) are the diffusion equations for fracture grouting considering the crustal stress and slurry viscosity. The grouting pressure required for fracturing significantly increases due to the high water and soil pressure. Material fracture toughness (KIC), in situ stress (σ1 and σ3), fracture surface attitude (α, b), grouting pressure (P0), grouting flow rate (q), and slurry viscosity (μ) are important factors determining the characteristics of the fracture.If the time-varying characteristics of the serous viscosity are not taken into consideration, the simplified version of equation (17) can be used to calculate the initial grouting pressure P0, which finally makes the slurry fracture and diffuse to the maximum radius L:(19)P0=π4LKIC+3u0q4Lb3fL−πL43τ02b+ρgsinαcosθ+r3τ02b+ρgsinαcosθ+σα,where u0 is the viscosity of the slurry, which is regarded as a fixed value fL=∫rLxlnx/r/L2−x2dx.Whenx⟶L, it is known from equation (19) that fL has the singularity of the solution, and it can be seen that equation (19) also has the singularity of the solution, which obviously does not correspond to the actual situation. In order to avoid the irrational pressure caused by the singularity of the equation, the Taylor series expansion is used to simplify fL, then (19) can be simplified as(20)P0=π4LKIC+3u0q4Lb3π2+23L+lnLr−32LcosrL−πL43τ02b+ρgsinαcosθ+r3τ02b+ρgsinαcosθ+σα.


## 4.4. Experimental Verification

We verified the correctness of the theoretical derivation using the experimental data of Li [17].


### 4.4.1. Test Configuration and Design

Ning et al. [27] tested the mechanical parameters of sand conglomerate. Then, they carried out a simulation experiment on fracturing expansion using a large true triaxial fracturing model of sand conglomerate reservoir water (gel fracturing fluid). The test rock sample was a standard cube with a side length of 300 mm, and a blind hole with a diameter of 16 mm and a depth of 165 mm was drilled in the center of one side. A steel pipe (shaft) with an outer diameter of 15 mm, an inner diameter of 8 mm, and a length of 135 mm was mounted in the blind hole using a high-strength epoxy resin adhesive with a 30 mm open hole section reserved at the bottom.In order to simulate an underground triaxial stress environment, the triaxial hydraulic loading mode is adopted to apply triaxial stress in theX, Y, and Z directions, i.e., σV=20MPa, σH=15MPa, and σh=5MPa, respectively. Both the direction of the wellbore and the direction of the horizontal minimum principal stress are along the X-axis. The radius (r) of the grouting hole is 0.008 metre, the slurry viscosity (u0) of gel fracturing fluid is 120 MPa·s, and the grouting flow rate (q) is 20 ml/min. Due to the tensile strength of the G2 gravel consolidated interface, σt∗=7.4MPa. According to reference [28], KIC = 1.07 MPa·m1/2. More details about the experimental model can be found in reference [27].


### 4.4.2. Comparison and Analysis

Regardless of the yield shear forceτ0 and the time-varying characteristics of the serous viscosity and the gravity effect of the fracture extension study, type (20) is adopted to determine how the grouting pressure changes with time; the calculation results are compared with the test results of sample #2 [27] in Figure 4.Figure 4
Grouting pressure versus time.From Figure4, we get to know the following three facts.At the beginning of the test, the grouting pressure accumulates in the period of 0–240 s. When the pressure increases to about 26.1 MPa, the hydraulic fracture in the rock sample initiates from inside the gravel. Since the gravel contact propagation mode of the hydraulic fractures is mainly dependent on the cementation condition of the interface and the tensile strength of the gravel body, the tensile strength of the G2 gravel cementation interface, which was measured using the Brazilian fracturing test, isσt∗=7.4MPa. According to equation (1), the grouting pressure of the horizontal fractures formed in this experiment is 23.5 MPa. In comparison, there is a certain deviation between the calculated and measured values of the grouting pressure required for rock sample initiation. This is because there is a gravel belt with a large grain size in the axis direction of the vertical open hole in the middle of rock sample #2, and the tensile strength of the gravel body is greater than that of the cement surface.During the test, fracturing behavior occurs from 240 s to 600 s, so the starting time of the theoretical calculation was set as 240 s, and the theoretical value of the grouting pressure in the fracture expansion process was calculated using equation (19), as shown in Figure 3. We found that the required grouting pressure is increasing and slope is constantly increasing with the continuation of grouting time by comparing calculated values with experimental values of grouting pressure. The theoretical calculated value is in good agreement with the experimental results for 240−600 s.Later in the experiment, the rapid expansion of the fractures occurs along the fracture surface to the boundary of the rock samples, and the pumping pressure rapidly decreases to about 3 MPa from 600 s to 800 s.


## 4.4.1. Test Configuration and Design

Ning et al. [27] tested the mechanical parameters of sand conglomerate. Then, they carried out a simulation experiment on fracturing expansion using a large true triaxial fracturing model of sand conglomerate reservoir water (gel fracturing fluid). The test rock sample was a standard cube with a side length of 300 mm, and a blind hole with a diameter of 16 mm and a depth of 165 mm was drilled in the center of one side. A steel pipe (shaft) with an outer diameter of 15 mm, an inner diameter of 8 mm, and a length of 135 mm was mounted in the blind hole using a high-strength epoxy resin adhesive with a 30 mm open hole section reserved at the bottom.In order to simulate an underground triaxial stress environment, the triaxial hydraulic loading mode is adopted to apply triaxial stress in theX, Y, and Z directions, i.e., σV=20MPa, σH=15MPa, and σh=5MPa, respectively. Both the direction of the wellbore and the direction of the horizontal minimum principal stress are along the X-axis. The radius (r) of the grouting hole is 0.008 metre, the slurry viscosity (u0) of gel fracturing fluid is 120 MPa·s, and the grouting flow rate (q) is 20 ml/min. Due to the tensile strength of the G2 gravel consolidated interface, σt∗=7.4MPa. According to reference [28], KIC = 1.07 MPa·m1/2. More details about the experimental model can be found in reference [27].


## 4.4.2. Comparison and Analysis

Regardless of the yield shear forceτ0 and the time-varying characteristics of the serous viscosity and the gravity effect of the fracture extension study, type (20) is adopted to determine how the grouting pressure changes with time; the calculation results are compared with the test results of sample #2 [27] in Figure 4.Figure 4
Grouting pressure versus time.From Figure4, we get to know the following three facts.At the beginning of the test, the grouting pressure accumulates in the period of 0–240 s. When the pressure increases to about 26.1 MPa, the hydraulic fracture in the rock sample initiates from inside the gravel. Since the gravel contact propagation mode of the hydraulic fractures is mainly dependent on the cementation condition of the interface and the tensile strength of the gravel body, the tensile strength of the G2 gravel cementation interface, which was measured using the Brazilian fracturing test, isσt∗=7.4MPa. According to equation (1), the grouting pressure of the horizontal fractures formed in this experiment is 23.5 MPa. In comparison, there is a certain deviation between the calculated and measured values of the grouting pressure required for rock sample initiation. This is because there is a gravel belt with a large grain size in the axis direction of the vertical open hole in the middle of rock sample #2, and the tensile strength of the gravel body is greater than that of the cement surface.During the test, fracturing behavior occurs from 240 s to 600 s, so the starting time of the theoretical calculation was set as 240 s, and the theoretical value of the grouting pressure in the fracture expansion process was calculated using equation (19), as shown in Figure 3. We found that the required grouting pressure is increasing and slope is constantly increasing with the continuation of grouting time by comparing calculated values with experimental values of grouting pressure. The theoretical calculated value is in good agreement with the experimental results for 240−600 s.Later in the experiment, the rapid expansion of the fractures occurs along the fracture surface to the boundary of the rock samples, and the pumping pressure rapidly decreases to about 3 MPa from 600 s to 800 s.


## 5. Analysis of the Main Factors Influencing Grouting in Deeply Buried Rock Strata

Based on the above theoretical model, forα = 60°, θ = 120°, and r = 0.02 m, we analyze the influence of the formation factors (strata depth), the time-varying characteristics of the serous viscosity, the grouting pressure, and the grouting flow rate on the fracture diffusion of the grout in deeply buried strata.


### 5.1. Depth of the Strata

For a final fracture diffusion radius of the slurryL = 2 m, b = 0.002 m, KIC = 0.25 MPa·m1/2, and q = 2.5 × 10−4 m3/s, the slurry reference literature [17], and C : S = 1 : 1 cement and sodium silicate slurry, ut=0.003182t2.5 and τ0 = 6 Pa. According to equation (18), the P0 value of the grouting pressure required for different strata depths and lateral pressure coefficients is calculated, as shown in Figure 5.Figure 5
The influence of strata depth on the grouting pressure.The analysis of Figure5 shows that P0 of the fracture grouting pressure is linearly proportional to the strata depth H and the lateral pressure coefficient k. When the burial depth of the injected rock mass increases from 300 m to 400 m, k = 1.0, and the corresponding diffusion radius is L = 2.0 m, the grouting pressure P0 increases from 15.6 MPa to 18.6 MPa. When the burial depth of the injected rock mass increases from 300 m and the lateral pressure coefficient k increases from 1.0 to 2.0, the grouting pressure P0 increases from 15.6 MPa to 20.4 MPa. Thus, as the burial depth and the lateral pressure coefficient of the injected rock mass increase, the fracturing diffusion resistance of the grout increases, and thus, the more difficult it is to expand the fracture. A greater grouting pressure P0 is required to achieve the predetermined fracture diffusion radius.


### 5.2. Time-Varying Characteristics of the Serous Viscosity

The plot of the cement and sodium silicate slurry viscosityut versus time was fitted according to the relationship between the viscosity of the slurry and the sodium silicate slurry with time proposed in reference [19], as shown in Figure 6. When σcz = 12 MPa, Ps = 2 MPa, k = 1.5, b = 0.002 m, KIC = 0.25 MPa·m1/2, and q = 2.5 × 10−4 m3/s, by combining equations (18) and (20), P-L curves with and without considering viscosity were drawn to analyze the influence of the time-varying characteristics of the serous viscosity on the fracture diffusion distance of the slurry, as shown in Figure 7.Figure 6
C-S slurry viscosity versus time.Figure 7
The influence of the viscosity-time denaturation on the slurry splitting diffusion distance.As can be seen from Figures6 and 7, the time-varying characteristics of the serous viscosity of the cement and sodium silicate slurry have an important influence on the fracture grouting pressure and the diffusion radius. When the diffusion radius of the wall fracture is about 1 m, due to the short grouting time, the plastic viscosity of the grout mixtures composed of different proportions is almost zero, so the corresponding fracture grouting pressure is the same and small. After that, the plastic viscosity of the slurry gradually increases with time, and the grouting pressures required by the slurry mixtures composed of different proportions to reach the same fracturing diffusion radius are significantly different. For example, when the maximum fracturing diffusion distance is L = 3 m, the grouting pressure required for C : S values of 2 : 1 and 1 : 1 and a plastic viscosity of 0 is 45 MPa, 35 MPa, and 19.5 MPa, respectively.When selecting grouting parameters for project, the slurry proportions should be reasonably selected according to the grouting design requirements, and the influence of the time-varying characteristics of the serous viscosity on the grouting pressure and the slurry diffusion radius should be fully considered.


### 5.3. Grouting Flow Rate

In order to analyze the influence of the grouting pressure and the grouting flow rate on the fracture diffusion distance, forσcz = 12 MPa, Ps = 2 MPa, k = 1.5, b = 0.002 m, KIC = 0.25 MPa·m1/2, and a C : S = 1 : 1 cement and sodium silicate slurry, ut=0.003182t2.5 and τ0 = 6 Pa. According to equation (18), the grouting pressure P0 required for a corresponding fracture diffusion radius L can be calculated for different grouting flow rates q, as shown in Figure 8.Figure 8
Influence of the grouting flow rate on the fracture diffusion distance.As can be seen from Figure8, the diffusion radius of the grouting in deeply buried rock strata is nonlinearly proportional to the grouting pressure and the grouting flow rate. In the initial stage of the grouting process, the pressure required for fracture initiation is relatively large, and the grouting pressure required for fracture extension after fracture initiation is decreased. When the fracture expands to more than 1.5 m, the grouting pressure required for further expansion of the fracture increases sharply. When the grouting fracture diffusion radius L is small, the grouting flow rate q has little influence on the grouting pressure P0 required. However, when the diffusion radius L of the fracture grouting is greater than 1.5 m, the grouting flow rate q has a significant impact on the required grouting pressure P0. For example, when the diffusion radius of the grouting is 2.5 m, the grouting pressure P0 is 23 MPa and 17 MPa for grouting flow rates q of 2.5 × 10−4 m3/s and 1.0 × 10−3 m3/s, respectively, i.e., a difference of 0.35 times. When the diffusion radius of the grouting is 3.5 m, the grouting pressure P0 is 52 MPa and 22 MPa for grouting flow rates q of 2.5 × 10−4 m3/s and 1.0 × 10−3 m3/s, respectively, i.e., a difference of 1.36 times. Therefore, for deeply buried rock strata, the grouting pressure and the grouting flow rate should be increased simultaneously to effectively increase the grouting diffusion radius. In addition, it is difficult to achieve the expected grouting effect by simply increasing the grouting pressure.Based on the above analysis, when a Bingham fluid slurry is involved in the fracturing and expansion in deeply buried rock strata with a rich water depth, the fracturing is controlled by the formation factors (strata depth), the time-varying characteristics of the serous viscosity, the grouting pressure, and the grouting flow rate. Calculating the sensitivity of each influence factor to the fracture diffusion distance [29], the sensitivity coefficients of strata depth, the time-varying characteristics of the serous viscosity, the grouting pressure, and the grouting flow rate are 0.011, 65.7, 0.432, and 0.148, respectively.Therefore, the sensitivity coefficient is ranked from greatest to least as follows: time-varying characteristics of the time-varying characteristics of the serous viscosity > grouting pressure > grouting flow rate > strata depth. The time-varying characteristics of the serous viscosity significantly influenceL, and the time-varying characteristics of the viscosity can be controlled by reasonably selecting the slurry proportion parameters. In addition, the grouting pressure and the grouting flow rate can be flexibly adjusted to create slurry fractures and expand them within the ideal range.


## 5.1. Depth of the Strata

For a final fracture diffusion radius of the slurryL = 2 m, b = 0.002 m, KIC = 0.25 MPa·m1/2, and q = 2.5 × 10−4 m3/s, the slurry reference literature [17], and C : S = 1 : 1 cement and sodium silicate slurry, ut=0.003182t2.5 and τ0 = 6 Pa. According to equation (18), the P0 value of the grouting pressure required for different strata depths and lateral pressure coefficients is calculated, as shown in Figure 5.Figure 5
The influence of strata depth on the grouting pressure.The analysis of Figure5 shows that P0 of the fracture grouting pressure is linearly proportional to the strata depth H and the lateral pressure coefficient k. When the burial depth of the injected rock mass increases from 300 m to 400 m, k = 1.0, and the corresponding diffusion radius is L = 2.0 m, the grouting pressure P0 increases from 15.6 MPa to 18.6 MPa. When the burial depth of the injected rock mass increases from 300 m and the lateral pressure coefficient k increases from 1.0 to 2.0, the grouting pressure P0 increases from 15.6 MPa to 20.4 MPa. Thus, as the burial depth and the lateral pressure coefficient of the injected rock mass increase, the fracturing diffusion resistance of the grout increases, and thus, the more difficult it is to expand the fracture. A greater grouting pressure P0 is required to achieve the predetermined fracture diffusion radius.


## 5.2. Time-Varying Characteristics of the Serous Viscosity

The plot of the cement and sodium silicate slurry viscosityut versus time was fitted according to the relationship between the viscosity of the slurry and the sodium silicate slurry with time proposed in reference [19], as shown in Figure 6. When σcz = 12 MPa, Ps = 2 MPa, k = 1.5, b = 0.002 m, KIC = 0.25 MPa·m1/2, and q = 2.5 × 10−4 m3/s, by combining equations (18) and (20), P-L curves with and without considering viscosity were drawn to analyze the influence of the time-varying characteristics of the serous viscosity on the fracture diffusion distance of the slurry, as shown in Figure 7.Figure 6
C-S slurry viscosity versus time.Figure 7
The influence of the viscosity-time denaturation on the slurry splitting diffusion distance.As can be seen from Figures6 and 7, the time-varying characteristics of the serous viscosity of the cement and sodium silicate slurry have an important influence on the fracture grouting pressure and the diffusion radius. When the diffusion radius of the wall fracture is about 1 m, due to the short grouting time, the plastic viscosity of the grout mixtures composed of different proportions is almost zero, so the corresponding fracture grouting pressure is the same and small. After that, the plastic viscosity of the slurry gradually increases with time, and the grouting pressures required by the slurry mixtures composed of different proportions to reach the same fracturing diffusion radius are significantly different. For example, when the maximum fracturing diffusion distance is L = 3 m, the grouting pressure required for C : S values of 2 : 1 and 1 : 1 and a plastic viscosity of 0 is 45 MPa, 35 MPa, and 19.5 MPa, respectively.When selecting grouting parameters for project, the slurry proportions should be reasonably selected according to the grouting design requirements, and the influence of the time-varying characteristics of the serous viscosity on the grouting pressure and the slurry diffusion radius should be fully considered.


## 5.3. Grouting Flow Rate

In order to analyze the influence of the grouting pressure and the grouting flow rate on the fracture diffusion distance, forσcz = 12 MPa, Ps = 2 MPa, k = 1.5, b = 0.002 m, KIC = 0.25 MPa·m1/2, and a C : S = 1 : 1 cement and sodium silicate slurry, ut=0.003182t2.5 and τ0 = 6 Pa. According to equation (18), the grouting pressure P0 required for a corresponding fracture diffusion radius L can be calculated for different grouting flow rates q, as shown in Figure 8.Figure 8
Influence of the grouting flow rate on the fracture diffusion distance.As can be seen from Figure8, the diffusion radius of the grouting in deeply buried rock strata is nonlinearly proportional to the grouting pressure and the grouting flow rate. In the initial stage of the grouting process, the pressure required for fracture initiation is relatively large, and the grouting pressure required for fracture extension after fracture initiation is decreased. When the fracture expands to more than 1.5 m, the grouting pressure required for further expansion of the fracture increases sharply. When the grouting fracture diffusion radius L is small, the grouting flow rate q has little influence on the grouting pressure P0 required. However, when the diffusion radius L of the fracture grouting is greater than 1.5 m, the grouting flow rate q has a significant impact on the required grouting pressure P0. For example, when the diffusion radius of the grouting is 2.5 m, the grouting pressure P0 is 23 MPa and 17 MPa for grouting flow rates q of 2.5 × 10−4 m3/s and 1.0 × 10−3 m3/s, respectively, i.e., a difference of 0.35 times. When the diffusion radius of the grouting is 3.5 m, the grouting pressure P0 is 52 MPa and 22 MPa for grouting flow rates q of 2.5 × 10−4 m3/s and 1.0 × 10−3 m3/s, respectively, i.e., a difference of 1.36 times. Therefore, for deeply buried rock strata, the grouting pressure and the grouting flow rate should be increased simultaneously to effectively increase the grouting diffusion radius. In addition, it is difficult to achieve the expected grouting effect by simply increasing the grouting pressure.Based on the above analysis, when a Bingham fluid slurry is involved in the fracturing and expansion in deeply buried rock strata with a rich water depth, the fracturing is controlled by the formation factors (strata depth), the time-varying characteristics of the serous viscosity, the grouting pressure, and the grouting flow rate. Calculating the sensitivity of each influence factor to the fracture diffusion distance [29], the sensitivity coefficients of strata depth, the time-varying characteristics of the serous viscosity, the grouting pressure, and the grouting flow rate are 0.011, 65.7, 0.432, and 0.148, respectively.Therefore, the sensitivity coefficient is ranked from greatest to least as follows: time-varying characteristics of the time-varying characteristics of the serous viscosity > grouting pressure > grouting flow rate > strata depth. The time-varying characteristics of the serous viscosity significantly influenceL, and the time-varying characteristics of the viscosity can be controlled by reasonably selecting the slurry proportion parameters. In addition, the grouting pressure and the grouting flow rate can be flexibly adjusted to create slurry fractures and expand them within the ideal range.


## 6. Conclusions

(1)
When the fracture tip stress intensity factorKI is equal to the material fracture toughness KIC discriminant conditions for fracturing, it is necessary to comprehensively consider the crustal stress characteristics of deeply buried rock strata, the mechanical properties of the rock, the time-varying characteristics of the serous viscosity, and various factors. We derived a fracture grouting diffusion equation and tested it. This deeply buried rock strata fracture grouting design provides a theoretical basis for engineering applications.
(2)
The fracture grouting pressureP0 is linearly proportional to the strata depth H and the lateral pressure coefficient k. As the burial depth and the lateral pressure coefficient of the injected rock mass increase, the fracture diffusion resistance of the slurry increases, and a greater grouting pressure P0 is required to reach the predetermined fracture diffusion radius.
(3)
The time-varying characteristics of the serous viscosity of the grouting slurry have an important influence on the grouting pressure and diffusion radius. The early impact is small, and the later impact is large. In the selection of grouting parameters, the slurry proportions should be reasonably selected according to the grouting design requirements and the above influences.
(4)
The diffusion radius of the grouting is nonlinearly proportional to the grouting pressure and the grouting flow rate. For deeply buried strata, the grouting pressure and grouting flow rate should be increased simultaneously to effectively increase the grouting diffusion radius. It is difficult to achieve the expected grouting effect simply by increasing the grouting pressure.
(5)
According to the sensitivity analysis of the main factors affecting the diffusion radius of the grout, the sensitivity coefficients of the strata depth, the grouting pressure, the time-varying characteristics of the serous viscosity, and the grouting flow rate are ordered from least to greatest as follows: time-varying characteristics of the serous viscosity > grouting pressure > grouting flow rate > strata depth.



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*Source: 6943239-2019-12-07.xml*