CN114818219A - Numerical simulation method for hysteresis aging performance of large deformation of tunnel under water-force action - Google Patents
Numerical simulation method for hysteresis aging performance of large deformation of tunnel under water-force action Download PDFInfo
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Abstract
The invention discloses a numerical simulation method of hysteresis aging property of tunnel large deformation under water-force action, which relates to the technical field of tunnels, and is characterized in that a triaxial penetration test, a triaxial compression test and a triaxial creep test are carried out by utilizing rock samples collected in tunnels, parameters required by numerical simulation are calculated, a tunnel model is established in FLAC3D, the boundary condition of the tunnel model, surrounding rock stress and seepage condition are defined, an initial constitutive model and a creep constitutive model are sequentially given to the tunnel model, tunnel excavation and supporting structure operation are immediately carried out, a plurality of time points are set for numerical simulation calculation, cloud pictures corresponding to different time points are obtained, the influence rule of the aging property of the tunnel large deformation under water-force action is obtained through the corresponding cloud pictures, the problem that the hysteresis aging property of the tunnel large deformation under water-force action cannot be reproduced in the prior art, and further the deformation and the stress of the tunnel under water-force action cannot be reflected along with the time after the supporting structure operation is finished is solved The invention is suitable for the tunnel due to the change rule.
Description
Technical Field
The invention relates to the technical field of tunnels, in particular to a numerical simulation method of hysteresis aging property of large deformation of a tunnel under the action of water-force.
Background
In the long-term process of tunnel construction, maintenance and operation, the large deformation of the tunnel is one of the outstanding and troublesome challenges faced by many tunnels and underground engineering, and the study of the prior scholars shows that the factors causing the large deformation of the tunnel mainly include the strength of surrounding rocks, the magnitude of ground stress, the development condition of underground water, the strength of a supporting structure and the timeliness, wherein the timeliness means that in the actual tunnel engineering, the occurrence of the large deformation has hysteresis timeliness, namely, the large deformation cannot occur immediately during tunnel excavation construction, and the stress of the surrounding rocks is redistributed in months or even years after the secondary lining construction is completed, and the surrounding rocks and the supporting structure continuously deform under the action of the time effect to cause disasters such as collapse, limit intrusion and the like.
In addition, the surrounding rock has the characteristics of non-homogeneity, nonlinearity, discontinuity and the like, is frequently subjected to loading and unloading in the tunnel excavation process, and simultaneously bears complex boundary conditions, so that the tunnel mechanics problem under multi-field coupling cannot be solved by a simple ideal model.
In the existing tunnel large deformation numerical simulation research, most of the stress and displacement changes of surrounding rocks and supporting structures at the moment of tunnel excavation are concentrated, and the hysteresis timeliness of large deformation is not considered. In addition, in the selection of numerical simulation parameters, values or parameter trial calculation are carried out according to experience, and the simulation result has larger difference with the actual engineering situation on site.
Through the analysis, the problems and the defects existing in the tunnel large deformation numerical simulation in the prior art are mainly as follows:
(1) the existing tunnel large-deformation numerical simulation usually ignores the influence of timeliness on a tunnel after the tunnel supporting structure is applied, and cannot reflect the change rule of the deformation and stress of the tunnel along with time under the action of water-force.
(2) In the existing tunnel large deformation numerical simulation, parameter values are obtained according to experience values or parameter trial calculation, and the deviation of a numerical simulation result from the real large deformation condition is large due to the fact that the parameter values come in and go out from the actual condition.
Disclosure of Invention
The technical problems solved by the invention are as follows: the method for simulating the hysteresis and the aging of the large deformation of the tunnel under the action of water-force is provided, and the problems that the hysteresis and the aging of the large deformation of the tunnel under the action of water-force cannot be reproduced, and further the change rule of the deformation and the stress of the tunnel under the action of water-force along with time after the construction of a supporting structure cannot be reflected in the prior art are solved.
The invention adopts the technical scheme for solving the technical problems that: the numerical simulation method for the hysteresis aging property of the large deformation of the tunnel under the action of water-force comprises the following steps:
s01, acquiring the section size of the tunnel, the type and size of a supporting structure, the height of a ground water level and the rock stratum inclination angle, establishing a tunnel model, dividing the tunnel model into hexahedral unit grids, and then sequentially dividing surrounding rocks, the supporting structure and excavated rock masses into different groups;
s02, defining boundary conditions of the tunnel model, and setting surrounding rock stress;
s03, defining a tunnel model seepage condition;
s04, endowing the tunnel model with an initial constitutive model, and setting model parameters;
s05, solving the tunnel model to obtain a model state of initial stress balance;
s06, endowing a creep constitutive model to the tunnel model, and setting parameters of the creep constitutive model;
s07, assigning null models to the excavated rock mass groups, assigning elastic models to the supporting structure groups, and setting elastic model parameters;
and S08, setting a plurality of time points, and obtaining the cloud pictures corresponding to the time points through tunnel model calculation.
Further, in step S05, if the model state of the initial stress balance cannot be obtained, the method returns to the first step to divide the mesh again.
Further, in step S05, the initial stress balance model state is that the maximum unbalance force value of the model is lower than the default standard value, and the standard value is 1 × 10 -5 。
Further, in step S02, the boundary condition is a displacement boundary condition, that is: the upper surface is set as a free boundary, and all the other surfaces constrain the displacement in the normal direction, so that all the other surfaces cannot move along with the change of stress; the stress of the surrounding rock is consistent with the ground stress actually received by the tunnel, the ground stress actually received by the tunnel comprises a first main stress, a second main stress and a third main stress, and the first main stress, the second main stress and the third main stress are obtained through the measurement of the ground stress of an engineering field.
Further, in step S03, the seepage conditions include a permeability coefficient, a density of water, a tensile strength of water, and a bulk modulus of water, the permeability coefficient is obtained through a triaxial permeability test, and the triaxial permeability test process is as follows: setting the rock sample confining pressure to be the third main stress, the rock sample is a cylinder, applying pore water pressure with different sizes respectively at the upper end and the lower end of the rock sample through purified water to form osmotic pressure difference, so that the purified water permeates from one end with high pressure to one end with low pressure, recording the volume of water flowing into the rock sample within a certain time after the osmotic pressure difference reaches a stable state, and according to Darcy's law
Calculating the permeability coefficient K of the rock sample, wherein 1 The dynamic viscosity coefficient of water, L is the height of the rock sample, V is the inflow volume of water in a time period of delta t, delta t is the time period, delta P is the osmotic pressure difference, and S is the cross section area of the rock sample.
Further, in step S04, the initial constitutive model is a Mohr-Coulomb model, and the model parameters include rock mass density ρ and bulk modulus K B Shear modulus G, cohesion C and internal friction angle
The rock mass density rho adopts the average value of the densities of a plurality of rock samples, the density of the rock sample is obtained by dividing the mass of the rock sample by the volume of the rock sample, and the bulk modulus
The shear modulus
Wherein E is the elastic modulus and mu is the Poisson's ratio; the modulus of elasticity E, Poisson's ratio mu, cohesion C and internal friction angle
Obtained by triaxial compression test of rock sample.
Further, in step S06, the creep constitutive model is a Burgers-Mohr model, the Burgers-Mohr model is formed by combining a Burgers model and a Mohr-Coulomb model, the Burgers model is formed by connecting a Maxwell model and a Kelvin model in series, and the parameters of the creep constitutive model include a volume modulus K B Cohesion C, internal friction angle
Elastic modulus E of Maxwell element 1 And viscosity coefficient η 1 And modulus of elasticity E of Kelvin element 2 And viscosity coefficient η 2 。
Further, the elastic modulus E of the Maxwell element 1 And viscosity coefficient η 1 And modulus of elasticity E of Kelvin element 2 And viscosity coefficient η 2 Obtained by a triaxial creep test.
Further, the supporting structure comprises an anchor rod, a primary lining and a secondary lining; the elastic model parameters comprise the bulk modulus and the shear modulus of the supporting structure; i.e. the bulk modulus K of the anchor rod m And shear modulus G m Bulk modulus K of the primary lining c And shear modulus G c And bulk modulus K of the secondary lining e And shear modulus G e 。
Further, the cloud pictures comprise a pore water pressure cloud picture, a surrounding rock displacement cloud picture, a surrounding rock stress cloud picture, an anchor rod displacement cloud picture, an anchor rod stress cloud picture, a primary lining displacement cloud picture, a primary lining stress cloud picture, a secondary lining displacement cloud picture and a secondary lining stress cloud picture.
The invention has the beneficial effects that: the invention relates to a numerical simulation method of hysteresis aging property of tunnel large deformation under water-force action, which comprises the steps of carrying out a triaxial penetration test, a triaxial compression test and a triaxial creep test by utilizing rock samples collected in a tunnel, calculating parameters required by numerical simulation, establishing a tunnel model in FLAC3D, defining boundary conditions of the tunnel model, setting surrounding rock stress, defining seepage conditions of the tunnel model, sequentially endowing the tunnel model with an initial constitutive model and a creep constitutive model, immediately carrying out tunnel excavation and supporting structure application, setting a plurality of time points for numerical simulation calculation, obtaining cloud pictures corresponding to different time points, obtaining an influence rule of the aging property of the tunnel large deformation under water-force action through the corresponding cloud pictures, solving the problem that the hysteresis aging property of the tunnel large deformation under water-force action cannot be reproduced in the prior art, and further the deformation and the stress of the tunnel under water-force action cannot be reflected and change along with time after the supporting structure application is finished The problem of law of change.
Drawings
FIG. 1 is a flow chart of a numerical simulation method of hysteresis aging of large deformation of a tunnel under the action of water-force.
Detailed Description
The invention discloses a numerical simulation method of hysteresis aging property of large deformation of a tunnel under the action of water-force, which comprises the following steps as shown in the attached figure 1:
s01, acquiring the section size of the tunnel, the type and size of a supporting structure, the height of a ground water level and the rock stratum inclination angle, establishing a tunnel model, dividing the tunnel model into hexahedral unit grids, and then sequentially dividing surrounding rocks, the supporting structure and excavated rock masses into different groups;
specifically, the design size of the section of the tunnel and the type and size of a supporting structure are obtained through tunnel design data, the design size of the section of the tunnel comprises the hole diameter, the width and the height, the type of the supporting structure comprises an anchor rod, a primary lining and two linings, and the size of the supporting structure comprises the length of the anchor rod, the thickness of the primary lining and the thickness of the two linings.
S02, defining boundary conditions of the tunnel model, and setting surrounding rock stress;
specifically, the boundary condition is a displacement boundary condition, that is: the upper surface is arranged as a free boundary and the remaining surfaces each constrain the displacement in the normal direction such that it is saidThe rest surfaces can not move along with the change of the stress; the stress of the surrounding rock is consistent with the ground stress actually received by the tunnel, the ground stress actually received by the tunnel comprises a first main stress, a second main stress and a third main stress, the first main stress is obtained through the ground stress measurement of an engineering field, and the first main stress is recorded as sigma 1 Let the second principal stress be σ 2 Let the third principal stress be σ 3 The coordinates of the first main stress, the second main stress and the third main stress obtained by engineering field measurement are inconsistent with the coordinates in numerical simulation, the coordinates of the first main stress, the second main stress and the third main stress obtained by engineering field measurement are a geodetic coordinate system, the coordinates in numerical simulation are a model coordinate system taking the tunnel excavation direction as a Y axis, a horizontal plane perpendicular to the Y axis as an X axis and the burial depth direction as a Z axis. Therefore, the first principal stress, the second principal stress and the third principal stress obtained by engineering field measurement need to be converted into the first principal stress, the second principal stress and the third principal stress corresponding to coordinates in numerical simulation, so that the surrounding rock stress set in the model is consistent with the ground stress actually applied to the tunnel.
S03, defining a tunnel model seepage condition;
specifically, the seepage conditions include a permeability coefficient, the permeability coefficient is obtained by a triaxial permeability test, and the triaxial permeability test process is as follows: setting the rock sample confining pressure to be the third main stress, the rock sample is a cylinder, applying pore water pressure with different sizes respectively at the upper end and the lower end of the rock sample through purified water to form osmotic pressure difference, so that the purified water permeates from one end with high pressure to one end with low pressure, recording the volume of water flowing into the rock sample within a certain time after the osmotic pressure difference reaches a stable state, and according to Darcy's law
Calculating the permeability coefficient K of the rock sample, wherein 1 The dynamic viscosity coefficient of water, L is the height of the rock sample, V is the inflow volume of water in a time period of delta t, delta t is the time period, delta P is the osmotic pressure difference, and S is the cross section area of the rock sample.
S04, endowing the tunnel model with an initial constitutive model, and setting model parameters;
specifically, the surrounding rock constitutive model is a Mohr-Coulomb model, and the model parameters comprise rock mass density rho and volume modulus K B Shear modulus G, cohesion C and internal friction angle
Wherein the bulk modulus K B Shear modulus G, cohesion C and internal friction angle
The Mohr-Coulomb model parameter; the rock mass density rho adopts the average value of the densities of a plurality of rock samples, the density of the rock sample is obtained by dividing the mass of the rock sample by the volume of the rock sample, and the bulk modulus
The shear modulus
Wherein E is the elastic modulus and mu is the Poisson's ratio; the modulus of elasticity E, Poisson's ratio mu, cohesion C and internal friction angle
Obtained by triaxial compression test of rock sample.
The process of the triaxial compression test is as follows:
first, the axial pressure is applied to the rock sample using stress control to a predetermined value, typically 1KN, the confining pressure is then applied at a uniform rate to the same value of the third principal stress measured in step S02, the uniform speed is usually 0.05MPa/s, then the control mode is adjusted to displacement control, applying a gradually increasing axial pressure at a uniform loading rate, typically 0.1mm/min, the axial deformation, the circumferential deformation and the axial pressure value in the whole process from the beginning of the test to the destruction of the sample are collected through a test instrument, the axial stress is obtained by dividing the axial pressure value by the cross section area of the rock sample, the axial strain is obtained by dividing the axial deformation by the height of the rock sample, the circumferential strain is obtained by dividing the circumferential deformation by the section perimeter of the rock sample, and an axial stress-strain curve graph can be drawn accordingly.
Through the triaxial compression test, the maximum value of the axial stress and the corresponding axial strain and hoop strain of the maximum value can be obtained, half of the maximum value of the axial stress is recorded as sigma, the axial strain and the hoop strain corresponding to the axial stress sigma are obtained, and the axial strain corresponding to the axial stress sigma is recorded as epsilon 1 And the hoop strain corresponding to the axial stress sigma is recorded as epsilon 3 By the formula
And
calculating the elastic modulus E and Poisson's ratio mu of the rock sample, wherein
Then, setting different confining pressure conditions, carrying out a plurality of groups of triaxial compression tests on the rock sample to obtain the axial stress maximum values of the rock sample under different confining pressures, drawing a scatter diagram of the confining pressure-axial stress maximum values, obtaining the optimal relation straight line of the axial stress maximum values of the rock sample under different confining pressures through linear fitting, recording the slope of the optimal relation straight line as m, and recording the intercept of the optimal relation straight line on the axial stress coordinate axis as sigma c By the formula
And
calculating the internal friction angle of the rock sample
And cohesion C.
S05, solving the tunnel model to obtain a model state of initial stress balance;
in particular, the initiationThe stress balance model state is that the maximum unbalance force value of the model is lower than a default standard value which is 1 multiplied by 10 -5 If the initial stress balance model state cannot be obtained, returning to S01, and dividing the tunnel model into new hexahedron unit grids;
s06, endowing a creep constitutive model to the tunnel model, and setting parameters of the creep constitutive model;
specifically, the creep constitutive model is a Burgers-Mohr model, the Burgers-Mohr model is formed by combining a Burgers model and a Mohr-Coulomb model, the Burgers model is formed by connecting a Maxwell model and a Kelvin model in series, and parameters of the creep constitutive model comprise a volume modulus K B Cohesion C, internal friction angle
Modulus of elasticity E of Maxwell element 1 And viscosity coefficient η 1 And modulus of elasticity E of Kelvin element 2 And viscosity coefficient η 2 Elastic modulus E of the Maxwell element 1 And viscosity coefficient η 1 And modulus of elasticity E of Kelvin element 2 And viscosity coefficient η 2 It is obtained by a triaxial creep test.
The triaxial creep test is as follows:
before the triaxial creep test, 80% of the maximum axial pressure value of the rock sample obtained by the triaxial compression test is divided by 5 to obtain a loading gradient, and then the loading gradient is increased from 0 to obtain five levels, namely a first level loading level, a second level loading level, a third level loading level, a fourth level loading level and a fifth level loading level;
carrying out a triaxial creep test on the rock sample, firstly applying confining pressure to a third main stress at a constant speed, wherein the constant speed is usually 0.05MPa/s, then applying axial pressure, sequentially from a first-level loading grade to a fifth-level loading grade, the loading rate of the axial pressure is constant speed, usually set to be 0.5kN/s, the duration time of each-level loading grade is the same, usually not less than 48 hours, and when the rock sample under each-level loading is hardly deformed, next-level loading is carried out, the deformation hardly occurs, usually the deformation rate is less than 0.0004mm/h, stopping the test until the rock sample is damaged, particularly, when the axial pressure is the fifth-level loading grade, the rock sample is not damaged, calculating the axial pressure corresponding to the next-level on the fifth-level loading grade according to the loading gradient, and stopping the test until the rock sample is damaged, therefore, the axial deformation and the axial pressure in the whole process from the beginning of the test to the destruction of the rock sample are obtained, the axial strain is obtained by dividing the axial deformation by the height of the rock sample, the axial stress is obtained by dividing the axial pressure by the cross section area of the rock sample, and a time-axial strain-axial stress graph is drawn.
Therefore, the Burgers model formula in the Burgers-Mohr model can be written as:
wherein epsilon refers to the axial strain corresponding to the loading level, sigma refers to the axial stress corresponding to the loading level, E 1 Is the modulus of elasticity, η, of the Maxwell element 1 Is the coefficient of viscosity of Maxwell element, E 2 Is the modulus of elasticity, η, of the Kelvin element 2 Is the viscosity coefficient of Kelvin devices.
By using
Fitting the time-axial strain-axial stress diagram, calculating the creep parameters of each loading grade, carrying out arithmetic mean on the creep parameters of each loading grade, and obtaining the creep parameters E of the rock sample 1 、η 1 、E 2 And η 2 。
S07, assigning null models to the excavated rock mass groups, assigning elastic models to the supporting structure groups, and setting elastic model parameters;
specifically, giving a null model to an excavated rock mass group is a simulated tunnel excavation process, and giving an elastic model to a supporting structure group is a simulated supporting structure construction process, wherein the supporting structure comprises an anchor rod, a primary lining and a secondary lining; the elastic model parameters comprise the bulk modulus and the shear modulus of the supporting structure; i.e. the bulk modulus K of the anchor rod m And shear modulusG m Bulk modulus K of the primary lining c And shear modulus G c And bulk modulus K of the secondary lining e And shear modulus G e The bulk modulus and shear modulus of the supporting structure can be obtained through tunnel design data.
And S08, setting a plurality of time points, and obtaining the cloud pictures corresponding to the time points through tunnel model calculation.
Specifically, in the calculation of the tunnel model, a time step used for creep calculation is set, and the time step range is usually 1 × 10 -5 -5×10 -5 And then solving the set multiple time points to obtain cloud pictures corresponding to the multiple time points, wherein the cloud pictures comprise a pore water pressure cloud picture, a surrounding rock displacement cloud picture, a surrounding rock stress cloud picture, an anchor rod displacement cloud picture, an anchor rod stress cloud picture, a primary lining displacement cloud picture, a primary lining stress cloud picture, a secondary lining displacement cloud picture, a secondary lining stress cloud picture and the like, and according to the obtained cloud pictures, large deformation mechanism analysis or large deformation prediction analysis is carried out to obtain the rule that the deformation and the stress of the tunnel change along with the time after the supporting structure is applied under the action of water-force.
In the invention, the involved rock sample is a cylinder with the diameter of 50mm and the height of 100mm, and is made of rock selected from a tunnel, the FLAC3D software is preferably used for establishing a tunnel model, and the unbalance force in the application refers to a measurement parameter of the balance state of the model.
Claims (10)
1. The numerical simulation method for the hysteresis aging property of the large deformation of the tunnel under the action of water-force is characterized by comprising the following steps of:
s01, acquiring the section size of the tunnel, the type and size of a supporting structure, the height of a ground water level and the rock stratum inclination angle, establishing a tunnel model, dividing the tunnel model into hexahedral unit grids, and then sequentially dividing surrounding rocks, the supporting structure and excavated rock masses into different groups;
s02, defining boundary conditions of the tunnel model and setting surrounding rock stress;
s03, defining a tunnel model seepage condition;
s04, endowing the tunnel model with an initial constitutive model, and setting model parameters;
s05, solving the tunnel model to obtain a model state of initial stress balance;
s06, endowing a creep constitutive model to the tunnel model, and setting parameters of the creep constitutive model;
s07, assigning null models to the excavated rock mass groups, assigning elastic models to the supporting structure groups, and setting elastic model parameters;
and S08, setting a plurality of time points, and obtaining the cloud pictures corresponding to the time points through tunnel model calculation.
2. The numerical simulation method for hysteresis aging of large tunnel deformation under water-force action according to claim 1, wherein in step S05, if the model state of initial stress balance is not obtained, the first step is returned to, and the grid is re-divided.
3. The method for numerical simulation of hysteresis aging of tunnel large deformation under water-force action according to claim 1 or 2, wherein in step S05, the initial stress balance model state is that the maximum unbalance force value of the model is lower than the default standard value, and the standard value is 1 x 10 -5 。
4. The numerical simulation method for hysteresis aging of tunnel large deformation under water-force action according to claim 3, wherein in step S02, the boundary condition is a displacement boundary condition: the upper surface is set as a free boundary, and all the other surfaces constrain the displacement in the normal direction, so that all the other surfaces cannot move along with the change of stress; the stress of the surrounding rock is consistent with the ground stress actually suffered by the tunnel, the ground stress actually suffered by the tunnel comprises a first main stress, a second main stress and a third main stress, and the first main stress, the second main stress and the third main stress are obtained through the measurement of the ground stress of an engineering field.
5. The numerical simulation method for the hysteresis aging property of the tunnel under the action of the water-force according to claim 4,in step S03, the seepage conditions include a permeability coefficient, a density of water, a tensile strength of water, and a bulk modulus of water, the permeability coefficient is obtained by a triaxial permeability test, and the triaxial permeability test process is as follows: setting the rock sample confining pressure to be the third main stress, the rock sample is a cylinder, applying pore water pressure with different sizes respectively at the upper end and the lower end of the rock sample through purified water to form osmotic pressure difference, so that the purified water permeates from one end with high pressure to one end with low pressure, recording the volume of water flowing into the rock sample within a certain time after the osmotic pressure difference reaches a stable state, and according to Darcy's law
Calculating the permeability coefficient K of the rock sample, wherein 1 The dynamic viscosity coefficient of water, L is the height of the rock sample, V is the inflow volume of water in a time period of delta t, delta t is the time period, delta P is the osmotic pressure difference, and S is the cross section area of the rock sample.
6. The numerical simulation method for hysteresis aging of large deformation of tunnel under water-force action according to claim 5, wherein in step S04, the initial constitutive model is Mohr-Coulomb model, and the model parameters include rock mass density ρ and bulk modulus K B Shear modulus G, cohesion C and internal friction angle
The rock mass density rho adopts the average value of the densities of a plurality of rock samples, the density of the rock sample is obtained by dividing the mass of the rock sample by the volume of the rock sample, and the bulk modulus
The shear modulus
Wherein E is the elastic modulus and mu is the Poisson's ratio; the modulus of elasticity E, Poisson's ratio mu, cohesion C and internal friction angle
Obtained by triaxial compression test of rock sample.
7. The numerical simulation method for hysteresis aging of large tunnel deformation under water-force action according to claim 6, wherein in step S06, the creep constitutive model is a Burgers-Mohr model, the Burgers-Mohr model is formed by combining a Burgers model and a Mohr-Coulomb model, the Burgers model is formed by connecting a Maxwell model and a Kelvin model in series, and the parameters of the creep constitutive model comprise a volume modulus K B Cohesion C, internal friction angle
Modulus of elasticity E of Maxwell element 1 And viscosity coefficient η 1 And the modulus of elasticity E of the Kelvin element 2 And viscosity coefficient η 2 。
8. The numerical simulation method for the hysteresis aging performance of the tunnel under the action of the water-force as claimed in claim 7, wherein the elastic modulus E of the Maxwell element 1 And viscosity coefficient η 1 And modulus of elasticity E of Kelvin element 2 And viscosity coefficient η 2 Obtained by a triaxial creep test.
9. The numerical simulation method for the hysteresis aging performance of the large deformation of the tunnel under the water-force action according to claim 1, wherein the supporting structure comprises an anchor rod, a primary lining and a secondary lining; the elastic model parameters comprise the bulk modulus and the shear modulus of the supporting structure; i.e. the bulk modulus K of the anchor rod m And shear modulus G m Bulk modulus K of the primary lining c And shear modulus G c And bulk modulus K of the secondary lining e And shear modulus G e 。
10. The numerical simulation method for the hysteresis aging performance of the tunnel under the water-force action according to claim 1, wherein the cloud pictures comprise a pore water pressure cloud picture, a surrounding rock displacement cloud picture, a surrounding rock stress cloud picture, an anchor rod displacement cloud picture, an anchor rod stress cloud picture, a primary lining displacement cloud picture, a primary lining stress cloud picture, a secondary lining displacement cloud picture and a secondary lining stress cloud picture.
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