# Mechanism of Fracturing in Shaft Lining Caused by High-Pressure Pore Water in Stable Rock Strata

Authors: Jihuan Han; Jiuqun Zou; Weihao Yang; Chenchen Hu
Journal: Mathematical Problems in Engineering
 (2019)

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## Abstract

With the increase in shaft depth, the problem of cracks and leakage in single-layer concrete lining in porous water-rich stable rock strata has become increasingly clear, in which case the mechanism of fracturing in shaft lining remains unclear. Considering that the increase in pore water pressure can cause rock mass expansion, this paper presents the concept of hydraulic expansion coefficient. First, a cubic model containing spherical pores is established for studying hydraulic expansion, and the ANSYS numerical simulation, a finite element numerical method, was used for calculating the volume change of the model under the pore water pressure. By means of the multivariate nonlinear regression method, the regression equation of the hydraulic expansion coefficient is obtained. Second, based on the hydraulic expansion effect on the rock mass, an interaction model of pore water pressure–porous rock–shaft lining is established and further solved. Consequently, the mechanism of fracturing in shaft lining caused by high-pressure pore water is revealed. The results show that the hydraulic expansion effect on the surrounding rock increases with its porosity and decreases with its elastic modulus and Poisson’s ratio; the surrounding rock expansion caused by the change in pore water pressure can result in the outer edge of the lining peeling off from the surrounding rock and tensile fracturing at the inner edge. Therefore, the results have a considerable guiding significance for designing shaft lining through porous water-rich rock strata.


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## Body

## 1. Introduction

In recent years, with the implementation of China’s western development strategy, the abundant coal resources in some water-rich bedrock areas (Shaanxi, Ningxia, Gansu, Inner Mongolia, etc.) have been mined on a large scale [1]. Since the shaft is the passageway of mine production, the shaft lining should be designed with sufficient strength, rigidity, and waterproof performance to meet the requirements of safety, sealing, and durability. However, with the increase in coal mining depth, the non-mining-related deformation and fracture of the shaft lining under the action of high water pressure is still very serious. At present, scholars at home and abroad have carried out a lot of considerable research on shaft fracture caused by groundwater activities. Regarding the study topic on groundwater seepage, Farmer [2] studied the hydrostatic stresses acting on shaft lining based on the theory of surrounding rock permeability. Bear [3] carried out a microscopic study on the seepage mechanism, indicating that the change in pore shape is a sensitive factor that causes permeability coefficient changes. Bruno [4] studied the effect of pore pressure on the tensile fracture of rock on the basis of Biot theory and noted the importance of fluid-solid coupling in hydraulic fracturing. Zimmerman [5] briefly deduced the linear porous-elasticity and thermoelastic equation by using the three-dimensional fluid-solid coupling seepage model. Jiang [6] used a high-pressure permeability test to simulate the deformation law of rock mass fracturing under the action of pore water pressure. Regarding the study topic on hydrophobic settlement, Lou [7] derived a general formula for calculating the additional stress in the shaft lining based on the drainage consolidation theory. According to the principle of superposition and strain compatibility, Yang [8] derived the theoretical solution of vertical additional stress on the shaft lining by using a numerical method. Wang [9] obtained the additional stress value at complex alluvium strata by the negative friction coefficient between the shaft lining and surrounding rock. Zhang [10] studied the fluid-solid coupling numerical simulation of sharp severely aquifer drainage in underground mining and analyzed the influence of drainage location and drainage rate on the stability of shaft lining. Regarding the study on unstable rock strata, Sun [11] simulated and analyzed the deformation and stress characteristics of surrounding rock and shaft lining under the interactive geological conditions of soft and hard rock strata, and the conclusion that the shear failure occurred in shaft lining under the inhomogeneous pressure of surrounding rock was obtained. In addition, Yang [12] deduced the elastic approximate stress and displacement solution of irregular inclined shaft lining subjected to water pressure and proposed the optimal design for inclined shaft lining. Meng [13] classified and studied the constructing techniques for the inclined shaft penetrating the drift sand stratum, and the problems such as the stability of inclined shaft structure and the sealing of water and sand were solved. It is well known that shaft lining in porous water-rich rock strata is constructed by the temporary drainage method or the frozen water method. When the drainage or freezing is stopped, the pore water pressure of the surrounding rock will rise, and at this time, cracking and leakage of lining often occurs. However, no leakage occurs before the shaft lining fractures, inhibiting seepage in the surrounding rock. Additionally, the theory of vertical additional stress caused by mining hydrophobic settlement is applicable to mainly alluvium. Clearly, although some existing theories have matured, the fracture mechanism of shaft lining in high-pressure water-rich stable rock strata has not been clarified.Based on the compressive and expansive deformation properties of the porous media under the action of stress, in analogy with the coefficient of thermal expansion, this paper defines the linear expansion coefficient of the rock caused by unit pore water pressure as the hydrostatic expansion coefficient, which is expressed asα. With the advantage of solving complex problems that cannot be solved by theoretical and experimental research and having the characteristics suitable for any problem geometry and boundary conditions [14], the finite element numerical method has become one of the most effective methods to solve scientific and engineering problems. Therefore, the ANSYS numerical simulation is adopted to obtain the volume change of the cubic model under the pore water pressure. Based on the calculation results, the approximate analytical solution of the hydraulic expansion coefficient is derived by means of the multivariate nonlinear regression method. By comprehensively analyzing the influence of various factors on the shaft lining stress, the mechanism of fracturing in shaft lining due to high-pressure pore water is clarified, providing an effective and scientific basis for lining safety.


## 2. Hydraulic Expansion Coefficient Solution

### 2.1. Basic Assumptions

( 1 ) The rock mass is composed of an infinite number of identical cubic microunits containing spherical pores of equal diameter, and the rock is a homogeneous and isotropic linear elastic medium.( 2 ) The effect of pore water pressure on a microunit can be regarded as free expansion, and the effect on the rock is the superposition of the expansive effect of each microunit [15].The elastic modulus, Poisson’s ratio, and porosity of the cubic model containing spherical pores are expressed byE0,μ0, andn0, respectively. Since the elastic modulus reflects the degree of rock elastic deformation,E0 is clearly inversely proportional to α. According to the basic assumptions, the hydraulic expansion coefficient of the entire porous water-rich rock is equal to that of any single cubic microunit containing spherical pores under conditions of a free boundary. Assuming αv is the volumetric hydraulic expansion coefficient of the rock, αv=3α when the infinitesimal of higher order is ignored. Considering thatn0 andμ0 are both dimensionless parameters, thenαE0 can be studied as dimensionless. When the compressive stress is specified as positive, the following equations can be derived from the theory of elastic mechanics.(1)α~=ΔV~3Δp~w,(2)n0=πr~036,(3)α~=αE0,Δp~w=ΔpwE0,ΔV~=ΔVV,r~0=r0a<1,where V is the total volume of the cubic model, pw is the pore water pressure,r0 is the pore radius, and a is the half length of the microunit.


### 2.2. Solution Result

According to the characteristics of the solution model, a 1/8 cubic model containing spherical pore is established by ANSYS numerical simulation, and the volume change in the model with different values ofn0 andμ0 under the action of pore water pressure is calculated. When Δp~w=0.1, takingn0=0.1,μ0=0.2 as an example, the model after mesh generation is shown in Figure 1, and the equivalent displacement cloud of the model after solution is shown in Figure 2.Figure 1
Mesh generation.Figure 2
Equivalent displacement cloud (deformation scale factor: 1000).By means of the same method,ΔV~ can be calculated with different parameters of cubic model, as shown in Figure 3.Figure 3
Values ofΔV~ with different parameters.Based on the changing laws of the data in Figure3, the multivariate nonlinear regression method is adopted to obtain the expression of ΔV~ forn0 andμ0, which satisfies that when n0≈0, ΔV~≈0. Toward this goal, the objective function can be expressed as(4)ΔV~=Δp~wn0λ1n02+λ2n0+λ3λ4-μ0λ5-n0,wheren0 satisfies the general rock porosity value; i.e., n0<0.5,λ1,λ2,λ3,λ4, and λ5 are the regression coefficients, the values of which are shown in Table 1.Table 1
Regression coefficients values.
λ 1 λ 2 λ 3 λ 4 λ 5 R 2 -3.509 -0.261 1.952 1.087 0.505 0.9995 Note:R2 is the goodness of fit.Substitute (4) into (1). Then,(5)α~=n00.651-0.087n0-1.17n020.505-n01.087-μ0.


## 2.1. Basic Assumptions

( 1 ) The rock mass is composed of an infinite number of identical cubic microunits containing spherical pores of equal diameter, and the rock is a homogeneous and isotropic linear elastic medium.( 2 ) The effect of pore water pressure on a microunit can be regarded as free expansion, and the effect on the rock is the superposition of the expansive effect of each microunit [15].The elastic modulus, Poisson’s ratio, and porosity of the cubic model containing spherical pores are expressed byE0,μ0, andn0, respectively. Since the elastic modulus reflects the degree of rock elastic deformation,E0 is clearly inversely proportional to α. According to the basic assumptions, the hydraulic expansion coefficient of the entire porous water-rich rock is equal to that of any single cubic microunit containing spherical pores under conditions of a free boundary. Assuming αv is the volumetric hydraulic expansion coefficient of the rock, αv=3α when the infinitesimal of higher order is ignored. Considering thatn0 andμ0 are both dimensionless parameters, thenαE0 can be studied as dimensionless. When the compressive stress is specified as positive, the following equations can be derived from the theory of elastic mechanics.(1)α~=ΔV~3Δp~w,(2)n0=πr~036,(3)α~=αE0,Δp~w=ΔpwE0,ΔV~=ΔVV,r~0=r0a<1,where V is the total volume of the cubic model, pw is the pore water pressure,r0 is the pore radius, and a is the half length of the microunit.


## 2.2. Solution Result

According to the characteristics of the solution model, a 1/8 cubic model containing spherical pore is established by ANSYS numerical simulation, and the volume change in the model with different values ofn0 andμ0 under the action of pore water pressure is calculated. When Δp~w=0.1, takingn0=0.1,μ0=0.2 as an example, the model after mesh generation is shown in Figure 1, and the equivalent displacement cloud of the model after solution is shown in Figure 2.Figure 1
Mesh generation.Figure 2
Equivalent displacement cloud (deformation scale factor: 1000).By means of the same method,ΔV~ can be calculated with different parameters of cubic model, as shown in Figure 3.Figure 3
Values ofΔV~ with different parameters.Based on the changing laws of the data in Figure3, the multivariate nonlinear regression method is adopted to obtain the expression of ΔV~ forn0 andμ0, which satisfies that when n0≈0, ΔV~≈0. Toward this goal, the objective function can be expressed as(4)ΔV~=Δp~wn0λ1n02+λ2n0+λ3λ4-μ0λ5-n0,wheren0 satisfies the general rock porosity value; i.e., n0<0.5,λ1,λ2,λ3,λ4, and λ5 are the regression coefficients, the values of which are shown in Table 1.Table 1
Regression coefficients values.
λ 1 λ 2 λ 3 λ 4 λ 5 R 2 -3.509 -0.261 1.952 1.087 0.505 0.9995 Note:R2 is the goodness of fit.Substitute (4) into (1). Then,(5)α~=n00.651-0.087n0-1.17n020.505-n01.087-μ0.


## 3. The Variation Law of the Coefficient of Hydraulic Expansion

### 3.1. Regular Analysis

Analysis of the relationship between the hydraulic expansion coefficient and the various parameters is helpful to better understand the influence law of hydraulic expansion on underground structures in different water-rich rock strata and has an important guiding significance for mitigation of the shaft lining fracture problem. Therefore, the partial derivatives ofn0 andμ0 for (5) are solved, and (6) and (7) are always satisfied.(6)∂α~∂n0>0,(7)∂α~∂μ0<0,∂2α~∂μ02=0.The results show that the hydraulic expansion coefficient increases withn0 and linearly decreases withμ0.


### 3.2. Influence of Pore Shape on Hydraulic Expansion Effect

Rock is a typical porous medium, in which the internal pores are not a sphere but an irregular space with various forms and a fractal dimension [16]. Therefore, an equal-porosity cubic model with a regularN-polyhedron is adopted to analyze the influence of pore shape on the hydrostatic expansion effect, whereN=4, 6, 8, 12, 20, and ∞ (sphere). If the hydraulic expansion coefficient of the model with a regularN-polyhedron pore is expressed as αN, then α~N=αNE0. Takingμ0=0.2 as an example, the relationship between α~N and 1/N at differentn0 values can be obtained by the ANSYS numerical simulation (see Figure 4). The expressions of the fitting function in Figure 4 can be expressed in the form of (8), and the corresponding fitting coefficient values are shown in Table 2.Table 2
Fitting coefficient values.
Curve Num. n 0 η 1 η 2 R 2 Adj.R2 1 0.02 0.651 10.920 0.9837 0.9796 2 0.06 0.669 8.877 0.9831 0.9789 3 0.10 0.719 8.304 0.9910 0.9887 4 0.20 1.031 7.003 0.9818 0.9772 5 0.30 1.432 7.896 0.9847 0.9808 6 0.40 1.878 7.124 0.9856 0.9809 Note: Adj.R2 is the goodness of fit after correction.Figure 4
The relationship betweenα~N and 1/N.As shown in Figure4, α~N increases withn0 and decreases withN. The hydraulic expansion coefficient of the model containing the tetrahedral pore is the largest, while that of the model containing the spherical pore is the smallest.(8)α~N=n0η1exp⁡η2N+exp⁡-η2N,whereη1 andη2 are both functions in terms ofn0.Based on the data in Table2, the polynomial regression formulae ofη1 andη2 can be calculated, as shown in Figures 5 and 6, respectively.Figure 5
The expression ofη1.Figure 6
The expression ofη2.Since bothα~N and α~ are functions of regardingn0 andN, the functionf(n0,N) can be used to represent the value of α~N/α~. Whenμ0=0.2, the expression off(n0,N) can be derived from (5) and (8) as follows:(9)fn0,N=0.505-n0η1exp⁡η2/N+exp⁡-η2/N0.577-0.077n0-1.038n02The value off(n0,N) for different rock porosities can be solved by (9). Therefore, whenμ0 is between 0.1 and 0.3 andn0 is between 0.02 and 0.4, the range off(n0,N) can be obtained, as seen in Table 3.Table 3
The range value off(n0, N).
N 4 6 8 12 20 f(n0, N) 3.0~7.8 1.8~3.0 1.5~2.0 1.2~1.6 1.0~1.4As seen in Table3, the hydraulic expansion coefficient of the model containing regular polyhedral pores is approximately (1.0~7.8) α and decreases with the number of pore faces.


## 3.1. Regular Analysis

Analysis of the relationship between the hydraulic expansion coefficient and the various parameters is helpful to better understand the influence law of hydraulic expansion on underground structures in different water-rich rock strata and has an important guiding significance for mitigation of the shaft lining fracture problem. Therefore, the partial derivatives ofn0 andμ0 for (5) are solved, and (6) and (7) are always satisfied.(6)∂α~∂n0>0,(7)∂α~∂μ0<0,∂2α~∂μ02=0.The results show that the hydraulic expansion coefficient increases withn0 and linearly decreases withμ0.


## 3.2. Influence of Pore Shape on Hydraulic Expansion Effect

Rock is a typical porous medium, in which the internal pores are not a sphere but an irregular space with various forms and a fractal dimension [16]. Therefore, an equal-porosity cubic model with a regularN-polyhedron is adopted to analyze the influence of pore shape on the hydrostatic expansion effect, whereN=4, 6, 8, 12, 20, and ∞ (sphere). If the hydraulic expansion coefficient of the model with a regularN-polyhedron pore is expressed as αN, then α~N=αNE0. Takingμ0=0.2 as an example, the relationship between α~N and 1/N at differentn0 values can be obtained by the ANSYS numerical simulation (see Figure 4). The expressions of the fitting function in Figure 4 can be expressed in the form of (8), and the corresponding fitting coefficient values are shown in Table 2.Table 2
Fitting coefficient values.
Curve Num. n 0 η 1 η 2 R 2 Adj.R2 1 0.02 0.651 10.920 0.9837 0.9796 2 0.06 0.669 8.877 0.9831 0.9789 3 0.10 0.719 8.304 0.9910 0.9887 4 0.20 1.031 7.003 0.9818 0.9772 5 0.30 1.432 7.896 0.9847 0.9808 6 0.40 1.878 7.124 0.9856 0.9809 Note: Adj.R2 is the goodness of fit after correction.Figure 4
The relationship betweenα~N and 1/N.As shown in Figure4, α~N increases withn0 and decreases withN. The hydraulic expansion coefficient of the model containing the tetrahedral pore is the largest, while that of the model containing the spherical pore is the smallest.(8)α~N=n0η1exp⁡η2N+exp⁡-η2N,whereη1 andη2 are both functions in terms ofn0.Based on the data in Table2, the polynomial regression formulae ofη1 andη2 can be calculated, as shown in Figures 5 and 6, respectively.Figure 5
The expression ofη1.Figure 6
The expression ofη2.Since bothα~N and α~ are functions of regardingn0 andN, the functionf(n0,N) can be used to represent the value of α~N/α~. Whenμ0=0.2, the expression off(n0,N) can be derived from (5) and (8) as follows:(9)fn0,N=0.505-n0η1exp⁡η2/N+exp⁡-η2/N0.577-0.077n0-1.038n02The value off(n0,N) for different rock porosities can be solved by (9). Therefore, whenμ0 is between 0.1 and 0.3 andn0 is between 0.02 and 0.4, the range off(n0,N) can be obtained, as seen in Table 3.Table 3
The range value off(n0, N).
N 4 6 8 12 20 f(n0, N) 3.0~7.8 1.8~3.0 1.5~2.0 1.2~1.6 1.0~1.4As seen in Table3, the hydraulic expansion coefficient of the model containing regular polyhedral pores is approximately (1.0~7.8) α and decreases with the number of pore faces.


## 4. Mechanism of Shaft Lining Fracture Analysis

### 4.1. Stress and Displacement Solution

#### 4.1.1. Basic Assumptions

In the absence of water, the elastic moduli of the surrounding rock and the shaft lining areE1 andE2, the corresponding Poisson’s ratios areμ1 andμ2, the corresponding porosities aren1 and n2, respectively, and the porosity of the contact surface between the surrounding rock and the shaft lining is n3.According to the nature of the problem, the following assumptions are made.( 1 ) The elastic modulus and Poisson’s ratio of the surrounding rock mass and the rock matrix approximately satisfy the linear relations as follows:(10)E1=E01-k1n1,(11)μ1=μ01-k2n1,wherek1 andk2 are constants related to pore shape, for spherical pores [17]:k1=2.08, andk2=0.345.( 2 ) The porosity of contact surfacen3 can be calculated according to the probability statistical method, namely,n3=n1+n2-n1n2.( 3 ) The shaft lining is a homogeneous, continuous, and isotropic linear elastic medium.( 4 ) The expansion effect of the pore water pressure on the surrounding rock can be equivalent to the volume expansion of elastomer, which is similar to the thermal expansion.( 5 ) The inner and outer radii of the shaft lining arer1 andr2, respectively, and the inner and outer radii of the surrounding rock arer2 andr3, respectively. The outer boundary of the surrounding rock is fixed, as shown in Figure 7.Figure 7
Stress analysis model of shaft lining.Assume that the interaction force between the surrounding rock and the shaft lining under the action of pore water pressure is a compressive stress, and the stress direction is defined as positive. The radial displacement is expressed byur, and the radial stress and circumferential stress are expressed by σr and σθ, respectively, and the radial strain and circumferential strain are expressed by εr and εθ, respectively. The total stress at the interface isp0, and the effective stress isp1. The bonding strength isf1, the uniaxial compressive design strength and the uniaxial tensile design strength of the concrete are fc and ft, respectively, and the compressive design strength and the tensile design strength of the reinforcement are fy′ and fy, respectively. To facilitate the analysis, the relevant parameters are dimensionless as follows:(12)dσ~r=dσrΔpw,du~r=durdr,dr~=drr,u~r=urr,σ~r=σrΔpw,σ~θ=σθΔpw,r~12=r1r2,r~23=r2r3,E~12=E1E2,α~1=αE1,p~0=p0Δpw,p~1=p1Δpw,f~1=f1Δpw,f~c=fcΔpw,f~t=ftΔpw,f~y′=fy′Δpw,f~y=fyΔpw,Δp~w1=ΔpwE1,Δp~w2=ΔpwE2.


#### 4.1.2. Stress and Displacement Solution in the Surrounding Rock Zone

The equations of equilibrium in the surrounding rock zone can be expressed as [18](13)dσ~rdr~+σ~r-σ~θ=0.The equations of geometry for the axisymmetric plane strain problem can be written as(14)εr=du~r,εθ=u~r.The equations of constitution in the surrounding rock zone under the action of water pressure expansion can be expressed as(15)εr=Δp~w11+μ11-μ1σ~r-μ1σ~θ+α~1,(16)εθ=Δp~w11+μ11-μ1σθ-μ1σr+α~1.The boundary conditions of the surrounding rock can be expressed as(17)σ~rr=r2=p~0,(18)u~rr=r3=0.According to (13)~(18), the analytical solutions of the stress and displacement in the surrounding rock zone can be obtained as(19)σ~r=1-2μ1p~0+α~11+1-2μ1/r~23211-2μ1+r32r2-α~11-2μ1,(20)σ~θ=1-2μ1p~0+α~11+1-2μ1/r~23211-2μ1-r32r2-α~11-2μ1,(21)u~r=Δp~w11+μ11-2μ1p~0+α~11+1-2μ1/r~2321-r32r2.


#### 4.1.3. Stress and Displacement Solution in the Shaft Lining Zone

The equations of equilibrium and geometry in the shaft lining zone are the same as those in the surrounding rock zone, and the equations of constitution can be expressed as(22)εr=Δp~w21-μ22σ~r-μ21+μ2σ~θ,(23)εθ=Δp~w21-μ22σ~θ-μ21+μ2σ~r.The boundary conditions of the shaft lining can be expressed as(24)σ~rr=r1=0,(25)σ~rr=r2=p~0.The analytical solutions of the stress and displacement in the shaft lining zone can be derived as(26)σ~r=1-r12/r21-r~122p~0,(27)σ~θ=1+r12/r21-r~122p~0,(28)u~r=Δp~w2p~01+μ21-2μ2+r12/r21-r~122.


### 4.2. Stress Analysis at the Interface between the Surrounding Rock and Shaft Lining

#### 4.2.1. Total Stress Analysis

Considering the conditions of single-valued displacement at the interface between the surrounding rock and the shaft lining,p~0 can be solved by (21) and (28) as follows:(29)p~0=α~11-2μ1+1+μ2/1+μ11-2μ2+r~1221-2μ1+r~232/1-r~1221-r~232E~12.The partial derivative ofr~23 for p~0 is(30)∂p~0∂r~23<0.According to (30), the smaller the value of r~23 is, the larger the value of p~0 is. Therefore, when the outer boundary of the surrounding rock is farther from the interface between the lining and the surrounding rock, the interaction force at the interface is greater under the unit pore water pressure. When r~23≈0, the interaction force is a constant value equal to(31)p~0=α~11-2μ11+1+μ2/1+μ11-2μ2+r~122/1-r~122E~12.By analyzing (31), it can be found that(1)
whenE~12≈∞, p~0≈0;(2)
whenE~12≈0, p~0=α~1/1-2μ1;(3)
whenr~12≈1, p~0≈0.The results show that when the elastic modulus of the surrounding rock is too large compared with the shaft lining,p0 is close to 0; otherwise,p0 is constant. Additionally, when the lining thickness is very small,p0 approaches 0; when the pore water pressure increases (Δpw>0),p0 is a compressive stress, and a compressive fracture forms at the inner edge of the shaft lining. Finally, when the pore water pressure decreases (Δpw<0),p0 is a tensile stress, and a tensile fracture forms at the inner edge of the shaft lining.


#### 4.2.2. Effective Stress Analysis

According to the composition of the stress at the contact surface between the surrounding rock and the shaft lining, the effective stress (or skeleton stress) at the contact surface can be expressed as(32)p~1=p~0-n3.By analyzing (32), it can be found that( 1 ) when p~0=n3, then p~1=0; that is, the contact skeleton stress is equal to 0;( 2 ) when the pore water pressure increases, if p~0<n3, then p~1<0, and the skeleton stress at contact surface is tensile stress; if p~0>n3, then p~1>0, and the skeleton stress at contact surface is compressive stress;( 3 ) when the pore water pressure decreases, if p~0<n3, then p~1<0, and the skeleton stress at contact surface is compressive stress; if p~0>n3, then p~1>0, and the skeleton stress at contact surface is tensile stress.The results show that when the skeleton stress at the contact surface is subjected to tensile stress, the shaft lining has a risk of peeling off the surrounding rock.


### 4.3. Shaft Lining Fracture Condition Analysis

#### 4.3.1. Fracture Condition at Inner Edge of Shaft Lining

Whenp0 is the compressive stress, the inner edge of the shaft lining is in compression. According to the Code [19], the compressive failure condition at the inner edge of the shaft lining is(33)σ~θr=r1>ηf~c+νf~y′,where η is the improvement coefficient of the concrete strength under multiaxial stress, η is related to σθ and σr (in general, η=1.2), and ν is the minimum steel content.Whenp0 is a tensile stress, the inner edge of the shaft lining is in tension. According to the Code [20], the tensile failure condition at the inner edge of the shaft lining is(34)σ~θr=r1>ηf~t+νf~y.


#### 4.3.2. Stripping Condition at Outer Edge of Shaft Lining

To avoid the hydrostatic action of groundwater on the entire outside surface of the shaft lining, there must be a certain bonding strength between the shaft lining and surrounding rock to ensure that the two are not separated. Therefore, when the contact surface skeleton is subjected to tension, the condition for peeling of the outer edge of the shaft lining away from the surrounding rock is(35)p~1>f~1.The Code [20] stipulates that the bonding strength of shotcrete should be no less than 0.8 MPa with Class I and Class II surrounding rock and should be no less than 0.5 MPa with Class III surrounding rock, respectively. However, the bonding strength between the pouring concrete and the surrounding rock is less than these values. In fact, the maximum bonding strength between the shaft lining and the surrounding rock in engineering is less than 1 MPa.


## 4.1. Stress and Displacement Solution

### 4.1.1. Basic Assumptions

In the absence of water, the elastic moduli of the surrounding rock and the shaft lining areE1 andE2, the corresponding Poisson’s ratios areμ1 andμ2, the corresponding porosities aren1 and n2, respectively, and the porosity of the contact surface between the surrounding rock and the shaft lining is n3.According to the nature of the problem, the following assumptions are made.( 1 ) The elastic modulus and Poisson’s ratio of the surrounding rock mass and the rock matrix approximately satisfy the linear relations as follows:(10)E1=E01-k1n1,(11)μ1=μ01-k2n1,wherek1 andk2 are constants related to pore shape, for spherical pores [17]:k1=2.08, andk2=0.345.( 2 ) The porosity of contact surfacen3 can be calculated according to the probability statistical method, namely,n3=n1+n2-n1n2.( 3 ) The shaft lining is a homogeneous, continuous, and isotropic linear elastic medium.( 4 ) The expansion effect of the pore water pressure on the surrounding rock can be equivalent to the volume expansion of elastomer, which is similar to the thermal expansion.( 5 ) The inner and outer radii of the shaft lining arer1 andr2, respectively, and the inner and outer radii of the surrounding rock arer2 andr3, respectively. The outer boundary of the surrounding rock is fixed, as shown in Figure 7.Figure 7
Stress analysis model of shaft lining.Assume that the interaction force between the surrounding rock and the shaft lining under the action of pore water pressure is a compressive stress, and the stress direction is defined as positive. The radial displacement is expressed byur, and the radial stress and circumferential stress are expressed by σr and σθ, respectively, and the radial strain and circumferential strain are expressed by εr and εθ, respectively. The total stress at the interface isp0, and the effective stress isp1. The bonding strength isf1, the uniaxial compressive design strength and the uniaxial tensile design strength of the concrete are fc and ft, respectively, and the compressive design strength and the tensile design strength of the reinforcement are fy′ and fy, respectively. To facilitate the analysis, the relevant parameters are dimensionless as follows:(12)dσ~r=dσrΔpw,du~r=durdr,dr~=drr,u~r=urr,σ~r=σrΔpw,σ~θ=σθΔpw,r~12=r1r2,r~23=r2r3,E~12=E1E2,α~1=αE1,p~0=p0Δpw,p~1=p1Δpw,f~1=f1Δpw,f~c=fcΔpw,f~t=ftΔpw,f~y′=fy′Δpw,f~y=fyΔpw,Δp~w1=ΔpwE1,Δp~w2=ΔpwE2.


### 4.1.2. Stress and Displacement Solution in the Surrounding Rock Zone

The equations of equilibrium in the surrounding rock zone can be expressed as [18](13)dσ~rdr~+σ~r-σ~θ=0.The equations of geometry for the axisymmetric plane strain problem can be written as(14)εr=du~r,εθ=u~r.The equations of constitution in the surrounding rock zone under the action of water pressure expansion can be expressed as(15)εr=Δp~w11+μ11-μ1σ~r-μ1σ~θ+α~1,(16)εθ=Δp~w11+μ11-μ1σθ-μ1σr+α~1.The boundary conditions of the surrounding rock can be expressed as(17)σ~rr=r2=p~0,(18)u~rr=r3=0.According to (13)~(18), the analytical solutions of the stress and displacement in the surrounding rock zone can be obtained as(19)σ~r=1-2μ1p~0+α~11+1-2μ1/r~23211-2μ1+r32r2-α~11-2μ1,(20)σ~θ=1-2μ1p~0+α~11+1-2μ1/r~23211-2μ1-r32r2-α~11-2μ1,(21)u~r=Δp~w11+μ11-2μ1p~0+α~11+1-2μ1/r~2321-r32r2.


### 4.1.3. Stress and Displacement Solution in the Shaft Lining Zone

The equations of equilibrium and geometry in the shaft lining zone are the same as those in the surrounding rock zone, and the equations of constitution can be expressed as(22)εr=Δp~w21-μ22σ~r-μ21+μ2σ~θ,(23)εθ=Δp~w21-μ22σ~θ-μ21+μ2σ~r.The boundary conditions of the shaft lining can be expressed as(24)σ~rr=r1=0,(25)σ~rr=r2=p~0.The analytical solutions of the stress and displacement in the shaft lining zone can be derived as(26)σ~r=1-r12/r21-r~122p~0,(27)σ~θ=1+r12/r21-r~122p~0,(28)u~r=Δp~w2p~01+μ21-2μ2+r12/r21-r~122.


## 4.1.1. Basic Assumptions

In the absence of water, the elastic moduli of the surrounding rock and the shaft lining areE1 andE2, the corresponding Poisson’s ratios areμ1 andμ2, the corresponding porosities aren1 and n2, respectively, and the porosity of the contact surface between the surrounding rock and the shaft lining is n3.According to the nature of the problem, the following assumptions are made.( 1 ) The elastic modulus and Poisson’s ratio of the surrounding rock mass and the rock matrix approximately satisfy the linear relations as follows:(10)E1=E01-k1n1,(11)μ1=μ01-k2n1,wherek1 andk2 are constants related to pore shape, for spherical pores [17]:k1=2.08, andk2=0.345.( 2 ) The porosity of contact surfacen3 can be calculated according to the probability statistical method, namely,n3=n1+n2-n1n2.( 3 ) The shaft lining is a homogeneous, continuous, and isotropic linear elastic medium.( 4 ) The expansion effect of the pore water pressure on the surrounding rock can be equivalent to the volume expansion of elastomer, which is similar to the thermal expansion.( 5 ) The inner and outer radii of the shaft lining arer1 andr2, respectively, and the inner and outer radii of the surrounding rock arer2 andr3, respectively. The outer boundary of the surrounding rock is fixed, as shown in Figure 7.Figure 7
Stress analysis model of shaft lining.Assume that the interaction force between the surrounding rock and the shaft lining under the action of pore water pressure is a compressive stress, and the stress direction is defined as positive. The radial displacement is expressed byur, and the radial stress and circumferential stress are expressed by σr and σθ, respectively, and the radial strain and circumferential strain are expressed by εr and εθ, respectively. The total stress at the interface isp0, and the effective stress isp1. The bonding strength isf1, the uniaxial compressive design strength and the uniaxial tensile design strength of the concrete are fc and ft, respectively, and the compressive design strength and the tensile design strength of the reinforcement are fy′ and fy, respectively. To facilitate the analysis, the relevant parameters are dimensionless as follows:(12)dσ~r=dσrΔpw,du~r=durdr,dr~=drr,u~r=urr,σ~r=σrΔpw,σ~θ=σθΔpw,r~12=r1r2,r~23=r2r3,E~12=E1E2,α~1=αE1,p~0=p0Δpw,p~1=p1Δpw,f~1=f1Δpw,f~c=fcΔpw,f~t=ftΔpw,f~y′=fy′Δpw,f~y=fyΔpw,Δp~w1=ΔpwE1,Δp~w2=ΔpwE2.


## 4.1.2. Stress and Displacement Solution in the Surrounding Rock Zone

The equations of equilibrium in the surrounding rock zone can be expressed as [18](13)dσ~rdr~+σ~r-σ~θ=0.The equations of geometry for the axisymmetric plane strain problem can be written as(14)εr=du~r,εθ=u~r.The equations of constitution in the surrounding rock zone under the action of water pressure expansion can be expressed as(15)εr=Δp~w11+μ11-μ1σ~r-μ1σ~θ+α~1,(16)εθ=Δp~w11+μ11-μ1σθ-μ1σr+α~1.The boundary conditions of the surrounding rock can be expressed as(17)σ~rr=r2=p~0,(18)u~rr=r3=0.According to (13)~(18), the analytical solutions of the stress and displacement in the surrounding rock zone can be obtained as(19)σ~r=1-2μ1p~0+α~11+1-2μ1/r~23211-2μ1+r32r2-α~11-2μ1,(20)σ~θ=1-2μ1p~0+α~11+1-2μ1/r~23211-2μ1-r32r2-α~11-2μ1,(21)u~r=Δp~w11+μ11-2μ1p~0+α~11+1-2μ1/r~2321-r32r2.


## 4.1.3. Stress and Displacement Solution in the Shaft Lining Zone

The equations of equilibrium and geometry in the shaft lining zone are the same as those in the surrounding rock zone, and the equations of constitution can be expressed as(22)εr=Δp~w21-μ22σ~r-μ21+μ2σ~θ,(23)εθ=Δp~w21-μ22σ~θ-μ21+μ2σ~r.The boundary conditions of the shaft lining can be expressed as(24)σ~rr=r1=0,(25)σ~rr=r2=p~0.The analytical solutions of the stress and displacement in the shaft lining zone can be derived as(26)σ~r=1-r12/r21-r~122p~0,(27)σ~θ=1+r12/r21-r~122p~0,(28)u~r=Δp~w2p~01+μ21-2μ2+r12/r21-r~122.


## 4.2. Stress Analysis at the Interface between the Surrounding Rock and Shaft Lining

### 4.2.1. Total Stress Analysis

Considering the conditions of single-valued displacement at the interface between the surrounding rock and the shaft lining,p~0 can be solved by (21) and (28) as follows:(29)p~0=α~11-2μ1+1+μ2/1+μ11-2μ2+r~1221-2μ1+r~232/1-r~1221-r~232E~12.The partial derivative ofr~23 for p~0 is(30)∂p~0∂r~23<0.According to (30), the smaller the value of r~23 is, the larger the value of p~0 is. Therefore, when the outer boundary of the surrounding rock is farther from the interface between the lining and the surrounding rock, the interaction force at the interface is greater under the unit pore water pressure. When r~23≈0, the interaction force is a constant value equal to(31)p~0=α~11-2μ11+1+μ2/1+μ11-2μ2+r~122/1-r~122E~12.By analyzing (31), it can be found that(1)
whenE~12≈∞, p~0≈0;(2)
whenE~12≈0, p~0=α~1/1-2μ1;(3)
whenr~12≈1, p~0≈0.The results show that when the elastic modulus of the surrounding rock is too large compared with the shaft lining,p0 is close to 0; otherwise,p0 is constant. Additionally, when the lining thickness is very small,p0 approaches 0; when the pore water pressure increases (Δpw>0),p0 is a compressive stress, and a compressive fracture forms at the inner edge of the shaft lining. Finally, when the pore water pressure decreases (Δpw<0),p0 is a tensile stress, and a tensile fracture forms at the inner edge of the shaft lining.


### 4.2.2. Effective Stress Analysis

According to the composition of the stress at the contact surface between the surrounding rock and the shaft lining, the effective stress (or skeleton stress) at the contact surface can be expressed as(32)p~1=p~0-n3.By analyzing (32), it can be found that( 1 ) when p~0=n3, then p~1=0; that is, the contact skeleton stress is equal to 0;( 2 ) when the pore water pressure increases, if p~0<n3, then p~1<0, and the skeleton stress at contact surface is tensile stress; if p~0>n3, then p~1>0, and the skeleton stress at contact surface is compressive stress;( 3 ) when the pore water pressure decreases, if p~0<n3, then p~1<0, and the skeleton stress at contact surface is compressive stress; if p~0>n3, then p~1>0, and the skeleton stress at contact surface is tensile stress.The results show that when the skeleton stress at the contact surface is subjected to tensile stress, the shaft lining has a risk of peeling off the surrounding rock.


## 4.2.1. Total Stress Analysis

Considering the conditions of single-valued displacement at the interface between the surrounding rock and the shaft lining,p~0 can be solved by (21) and (28) as follows:(29)p~0=α~11-2μ1+1+μ2/1+μ11-2μ2+r~1221-2μ1+r~232/1-r~1221-r~232E~12.The partial derivative ofr~23 for p~0 is(30)∂p~0∂r~23<0.According to (30), the smaller the value of r~23 is, the larger the value of p~0 is. Therefore, when the outer boundary of the surrounding rock is farther from the interface between the lining and the surrounding rock, the interaction force at the interface is greater under the unit pore water pressure. When r~23≈0, the interaction force is a constant value equal to(31)p~0=α~11-2μ11+1+μ2/1+μ11-2μ2+r~122/1-r~122E~12.By analyzing (31), it can be found that(1)
whenE~12≈∞, p~0≈0;(2)
whenE~12≈0, p~0=α~1/1-2μ1;(3)
whenr~12≈1, p~0≈0.The results show that when the elastic modulus of the surrounding rock is too large compared with the shaft lining,p0 is close to 0; otherwise,p0 is constant. Additionally, when the lining thickness is very small,p0 approaches 0; when the pore water pressure increases (Δpw>0),p0 is a compressive stress, and a compressive fracture forms at the inner edge of the shaft lining. Finally, when the pore water pressure decreases (Δpw<0),p0 is a tensile stress, and a tensile fracture forms at the inner edge of the shaft lining.


## 4.2.2. Effective Stress Analysis

According to the composition of the stress at the contact surface between the surrounding rock and the shaft lining, the effective stress (or skeleton stress) at the contact surface can be expressed as(32)p~1=p~0-n3.By analyzing (32), it can be found that( 1 ) when p~0=n3, then p~1=0; that is, the contact skeleton stress is equal to 0;( 2 ) when the pore water pressure increases, if p~0<n3, then p~1<0, and the skeleton stress at contact surface is tensile stress; if p~0>n3, then p~1>0, and the skeleton stress at contact surface is compressive stress;( 3 ) when the pore water pressure decreases, if p~0<n3, then p~1<0, and the skeleton stress at contact surface is compressive stress; if p~0>n3, then p~1>0, and the skeleton stress at contact surface is tensile stress.The results show that when the skeleton stress at the contact surface is subjected to tensile stress, the shaft lining has a risk of peeling off the surrounding rock.


## 4.3. Shaft Lining Fracture Condition Analysis

### 4.3.1. Fracture Condition at Inner Edge of Shaft Lining

Whenp0 is the compressive stress, the inner edge of the shaft lining is in compression. According to the Code [19], the compressive failure condition at the inner edge of the shaft lining is(33)σ~θr=r1>ηf~c+νf~y′,where η is the improvement coefficient of the concrete strength under multiaxial stress, η is related to σθ and σr (in general, η=1.2), and ν is the minimum steel content.Whenp0 is a tensile stress, the inner edge of the shaft lining is in tension. According to the Code [20], the tensile failure condition at the inner edge of the shaft lining is(34)σ~θr=r1>ηf~t+νf~y.


### 4.3.2. Stripping Condition at Outer Edge of Shaft Lining

To avoid the hydrostatic action of groundwater on the entire outside surface of the shaft lining, there must be a certain bonding strength between the shaft lining and surrounding rock to ensure that the two are not separated. Therefore, when the contact surface skeleton is subjected to tension, the condition for peeling of the outer edge of the shaft lining away from the surrounding rock is(35)p~1>f~1.The Code [20] stipulates that the bonding strength of shotcrete should be no less than 0.8 MPa with Class I and Class II surrounding rock and should be no less than 0.5 MPa with Class III surrounding rock, respectively. However, the bonding strength between the pouring concrete and the surrounding rock is less than these values. In fact, the maximum bonding strength between the shaft lining and the surrounding rock in engineering is less than 1 MPa.


## 4.3.1. Fracture Condition at Inner Edge of Shaft Lining

Whenp0 is the compressive stress, the inner edge of the shaft lining is in compression. According to the Code [19], the compressive failure condition at the inner edge of the shaft lining is(33)σ~θr=r1>ηf~c+νf~y′,where η is the improvement coefficient of the concrete strength under multiaxial stress, η is related to σθ and σr (in general, η=1.2), and ν is the minimum steel content.Whenp0 is a tensile stress, the inner edge of the shaft lining is in tension. According to the Code [20], the tensile failure condition at the inner edge of the shaft lining is(34)σ~θr=r1>ηf~t+νf~y.


## 4.3.2. Stripping Condition at Outer Edge of Shaft Lining

To avoid the hydrostatic action of groundwater on the entire outside surface of the shaft lining, there must be a certain bonding strength between the shaft lining and surrounding rock to ensure that the two are not separated. Therefore, when the contact surface skeleton is subjected to tension, the condition for peeling of the outer edge of the shaft lining away from the surrounding rock is(35)p~1>f~1.The Code [20] stipulates that the bonding strength of shotcrete should be no less than 0.8 MPa with Class I and Class II surrounding rock and should be no less than 0.5 MPa with Class III surrounding rock, respectively. However, the bonding strength between the pouring concrete and the surrounding rock is less than these values. In fact, the maximum bonding strength between the shaft lining and the surrounding rock in engineering is less than 1 MPa.


## 5. Engineering Example

A shaft passes through water-rich bedrock strata with Class III surrounding rock. The radius of the shaft isr1=3 m, and the shaft lining is made of C60 concrete and HRB335 steel, that is,fc=27.5 MPa,ft=2.04 MPa,fy=300 MPa, and fy′=300 MPa. The other parameters are as follows:E0=15 GPa,E2=36 GPa,μ0=0.16,μ2=0.2,n1=0.15,n2=0.12,ν=0.2%,f1=0.8 MPa. For a change in groundwater level in the water-rich bedrock strata of 500 m, the fracturing in the lining with different thicknesses is shown in Figures 8 and 9.Figure 8
Fracture condition at inner edge of shaft lining.Figure 9
Stripping condition at outer edge of shaft lining.The calculation results show thatp~1<0. Figures 8 and 9 show that when the water level rises, there is no compressive failure at the inner edge of the shaft lining, while stripping failure occurs at the outer edge of the shaft lining when r~12>0.918; when the water level drops, only the inner edge of the shaft lining undergoes tensile fracturing.To further study the relationship between the stress and the deformation at the outer edge of the shaft lining, the lateral stiffness coefficientKc of the lining can be calculated from (28) and (32), which can be derived as(36)Kc=p0urr=r2=1-r~1221+μ21-2μ2+r~122E2r2.According to (36), the values ofKc with different thicknesses are shown in Figure 10.Figure 10
Values ofKc with different r~12.As shown in Figure10,Kc decreases approximately linearly with r~12, indicating that the increase in shaft lining thickness can effectively improve the lateral stiffness coefficient.


## 6. Conclusions

Based on the cubic model of hydraulic expansion containing a spherical pore, its volume change is calculated by the ANSYS numerical simulation, and the approximate analytical solution of the hydraulic expansion coefficient is obtained by the multivariate nonlinear regression method. Finally, the mechanism of fracturing in single-layer concrete lining caused by high-pressure pore water in stable rock strata is revealed by analyzing the interaction between the pore water pressure and the porous rock and shaft lining, and the following conclusions are obtained.( 1 ) The hydraulic expansion effect increases with the porosity of the surrounding rock and decreases with the elastic modulus and Poisson’s ratio of the surrounding rock. Therefore, by reducing the porosity and improving the strength of the surrounding rock, the expansion effect of the surrounding rock on shaft lining can be weakened.( 2 ) The mechanism of fracturing in shaft lining in water-rich bedrock strata is as follows: the hydraulic expansion effect on the surrounding rock may lead to stripping failure at the outer edge or tensile failure at the inner edge of the shaft lining.( 3 ) When designing the shaft lining of water-rich bedrock section through the stable rock strata, the influence of pore water pressure change should be fully considered, which is to ensure that the shaft lining not only can take full advantage of deformation and compression effect but also has high bearing capacity.



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*Source: 5234642-2019-06-26.xml*