Integrated design method for hydraulic tunnel rock lining structure, computer equipment and readable storage medium

Abstract

The invention relates to the technical field of hydraulic tunnel construction, and discloses a hydraulic tunnel rock lining structure integrated design method, computer equipment and a readable storage medium. Aiming at the problem of cooperative failure caused by dividing and analyzing surrounding rock and lining by a traditional method, the method comprises the following steps: constructing a composite model based on an improved Moire-Coulomb criterion, introducing a compression-shear failure and tension failure dual mode to judge a yield threshold value of a surrounding rock-lining composite structure, and establishing a contact surface normal and shear stiffness model; and carrying out parameter iterative optimization by adopting a strength-rigidity-thickness coordination principle: fitting a lining parameter combination through a response surface model, and dynamically adjusting a design scheme by combining a multi-target convergence criterion of a surrounding rock displacement amount, a plastic zone area and a stress standard deviation. According to the method, the surrounding rock and the lining are regarded as an integral bearing system, accurate simulation of load transmission and deformation coupling is achieved, and efficient design support is provided for deep-buried tunnel engineering.

Description

Technical Field

[0001] The present invention relates to the technical field of hydraulic tunnel construction, and in particular to an integrated design method for a hydraulic tunnel rock lining structure, a computer device and a readable storage medium. Background Art

[0002] Tunnels, as important passages connecting above-ground buildings and underground structures, are widely used in geotechnical engineering. Their stability is crucial for safe production. To enhance the safety, stability, and resilience of the project and prevent deformation or instability, tunnel surface lining is often used to prevent large deformations. Current research on tunnel surface linings mainly focuses on theoretical analysis, numerical simulation, and physical model testing. However, current research on tunnel surface linings often analyzes and designs the tunnel surrounding rock and lining separately, rather than analyzing the failure mechanism as a single, integral load-bearing structure. This analysis method ignores the synergistic interaction between the two and fails to accurately reflect the load transfer and deformation coupling relationship between the surrounding rock and lining. Consequently, when designing the lining separately, it is easy to underestimate the stress concentration effect of the lining or overestimate the self-bearing capacity of the surrounding rock, leading to localized pilot failure, waste of resources, or safety hazards.

[0003] Therefore, how to more accurately describe the impact of lining on tunnel deformation and propose effective control measures is an urgent problem to be solved in this field. Summary of the Invention

[0004] In response to the shortcomings of the existing technology, the present invention proposes an integrated design method for the rock lining structure of a hydraulic tunnel, a computer device and a readable storage medium to solve the technical problem that the existing technology does not consider the tunnel surrounding rock and lining as an integral load-bearing structure to analyze their failure mechanism. This analysis method ignores the synergistic mechanism between the two and cannot accurately reflect the surrounding rock-lining load transfer and deformation coupling relationship.

[0005] The technical solution adopted by the present invention is an integrated design method for a hydraulic tunnel rock lining structure.

[0006] In the first possible implementation method, the basic parameters are obtained, including the physical parameters of the tunnel, the mechanical parameters of the surrounding rock, and the mechanical parameters of the lining; shear and tensile failure criteria are introduced to establish a composite model of the tunnel rock lining structure according to the basic parameters; the lining parameters in the composite model are iteratively adjusted according to the strength-stiffness-thickness synergy principle until the tunnel deformation limit requirements are met; and the final rock lining structure collaborative design scheme based on the lining parameters is output.

[0007] Furthermore, basic parameters are obtained, including the physical parameters of the tunnel, the mechanical parameters of the surrounding rock and the lining The mechanical parameters of the tunnel are as follows: the basic parameters of the tunnel, including tunnel diameter, tunnel burial depth and lateral pressure coefficient, are determined through geological exploration in combination with design specifications; the mechanical parameters of the surrounding rock, including elastic modulus, Poisson's ratio, internal friction angle, cohesion and tensile strength, are obtained through rock mechanics tests; the mechanical parameters of the lining, including elastic modulus, are obtained through uniaxial compression tests.

[0008] Furthermore, shear and tensile failure criteria are introduced, and a composite model of the tunnel rock lining structure is established based on the basic parameters, including: defining the failure thresholds of the rock mass and lining by setting a Mohr-Coulomb criterion with tension; converting the mechanical parameters of the surrounding rock into the bulk modulus and shear modulus of the composite model, which are used to define the mechanical responses of the surrounding rock and lining blocks, and using the method shown in the following bulk modulus and shear modulus calculation formula to define the mechanical responses of the surrounding rock and lining blocks based on the mechanical parameters of the surrounding rock: Where K represents the bulk modulus, E represents the elastic modulus, represents Poisson's ratio, G represents shear modulus; Based on the bulk modulus and shear modulus, the normal stiffness and shear stiffness of the contact surface between the surrounding rock and the lining material are calculated; based on the normal stiffness and shear stiffness, the stress transfer mechanism between the surrounding rock and the lining is defined to reflect the actual deformation of the contact surface under external force or boundary conditions, including normal stress and shear stress; the bottom boundary of the composite model is set as a fixed boundary, a fixed vertical stress is applied to the upper boundary, and a lateral boundary stress is applied to the lateral boundary according to the lateral pressure coefficient; inner and outer stress and strain observation points are arranged at fixed intervals along the circumference of the lining; and displacement monitoring points are set at fixed intervals at the top, bottom and sides of the tunnel.

[0009] Furthermore, the yield function of the Mohr-Coulomb criterion is: Among them, A→B represents the compression-shear failure mode, and B→C represents the tension failure mode. represents the yield function for compression-shear failure, represents the maximum principal stress, represents the minimum principal stress, represents the internal friction coefficient, represents the internal friction angle, c represents the cohesion, φ is the internal friction angle, represents the yield function of tensile failure, Indicates the tensile stress value, Indicates tensile strength; Furthermore, the normal stiffness and shear stiffness of the contact surface between the surrounding rock and the lining material are calculated based on the bulk modulus and shear modulus. The normal stiffness and shear stiffness of the contact surface between the surrounding rock and the lining material are calculated based on the bulk modulus and shear modulus using the method shown in the following normal stiffness and shear stiffness calculation formula: in, represents the normal stiffness, represents shear stiffness, K represents bulk modulus, G represents shear modulus, Represents the minimum mesh size in the contact region of the model.

[0010] Furthermore, the normal stress and shear stress are calculated based on the normal stiffness and shear stiffness, which are used to define the stress transfer mechanism between the surrounding rock and the lining and reflect the actual deformation of the contact surface under external forces or boundary conditions. The normal stress is calculated based on the normal stiffness using the method shown in the following normal stress calculation formula: in, Represents the corresponding force, The change in the corresponding force is expressed as follows: represents the normal stiffness, represents the normal phase shift; The normal stress is calculated based on the shear stiffness using the method shown in the following shear stress calculation formula: in, represents the shear stress, represents the shear stiffness, represents shear displacement, c represents contact surface cohesion, Represents the corresponding force, represents the contact surface friction angle, represents the maximum shear strength, represents the change in shear stress, express The sign function of .

[0011] Furthermore, lining parameters in the composite model are iteratively adjusted according to the strength-stiffness-thickness synergy principle until the tunnel deformation limit requirement is met, including: setting adjustment thresholds of lining parameters according to design standards, wherein the lining parameters include initial values ​​of lining strength, lining stiffness, and lining-tunnel ratio; The lining parameters are respectively taken as the minimum value and the maximum value of the adjustment threshold to form a lining parameter combination matrix; the lining parameter combination matrix is ​​input into the composite model for simulation, and the structural stability assessment parameter corresponding to each group of the lining parameters in the lining parameter combination matrix is ​​obtained; The structural stability assessment parameters include surrounding rock displacement, plastic zone area and stress standard deviation; Based on the lining parameter combination matrix and the structural stability evaluation parameters, a multi-parameter response surface model is constructed, and the mathematical relationship between the lining parameters and the structural stability evaluation parameters is evaluated by fitting using the least squares method, so as to solve the lining parameter combination that minimizes the surrounding rock displacement and the plastic zone area; the lining parameter combination is substituted into the composite model for secondary simulation, and the structural stability evaluation parameters of the secondary simulation are recorded; the structural stability evaluation parameters of the secondary simulation are compared with the initial structural stability evaluation parameters, and it is determined whether the following conditions are met: the decrease in the surrounding rock displacement is less than 5%, the reduction rate of the plastic zone area is less than 8%, and the stress standard deviation meets the design standard; if the above conditions are met, the current lining parameter combination is output as the optimal parameter; if the above conditions are not met, the lining parameters included in the current lining parameter combination are replaced with the adjustment threshold for iterative calculation; Return to the step of taking the minimum value and the maximum value of the adjustment threshold for the lining parameters to form a lining parameter combination matrix.

[0012] Furthermore, the structural stability assessment parameters corresponding to each group of lining parameters in the lining parameter combination matrix are obtained, including: the displacement monitoring point obtains the surrounding rock displacement data, and takes the average value according to the displacement vector data of the top plate, bottom plate and two sides of each monitoring section, and uses the average value as the surrounding rock displacement; the plastic area of ​​the composite model is selected according to the mechanical properties of the surrounding rock and lining, and the area of ​​the plastic area is calculated; the stress and strain observation point obtains the stress of each point, and calculates the stress standard deviation according to the standard deviation calculation formula.

[0013] Furthermore, the adjustment threshold is replaced by the lining parameter included in the current lining parameter combination, including: if the lining parameter is not within the adjustment threshold interval, the adjustment threshold is not adjusted; if the lining parameter is within the adjustment threshold interval and close to the minimum value of the adjustment threshold, the lining parameter is used as the minimum value of the adjustment threshold; if the lining parameter is within the adjustment threshold interval and close to the maximum value of the adjustment threshold, the lining parameter is used as the minimum value of the adjustment threshold.

[0014] In combination with the first possible implementation method, in a second possible implementation method, a computer device is included, including a memory and a processor, the memory stores a computer program, and the processor implements the integrated design method of the hydraulic tunnel rock lining structure when executing the computer program.

[0015] In combination with the first possible implementation method, a third possible implementation method includes a readable storage medium having a computer program stored thereon, and when the computer program is executed by a processor, the integrated design method for the rock lining structure of a hydraulic tunnel is implemented.

[0016] It can be seen from the above technical solution that the beneficial technical effects of the present invention are as follows: 1. The surrounding rock and lining are regarded as a unified composite bearing system. By establishing an improved Mohr-Coulomb criterion, the compressive shear failure and tensile failure modes of the surrounding rock are more accurately described, breaking through the limitations of traditional segmentation analysis and truly reflecting the load transfer and deformation coupling relationship between the two.

[0017] 2. Optimize lining parameters based on the strength-stiffness-thickness synergy principle to avoid the traditional trial-and-error method that often leads to underestimation of the stress concentration effect of the lining or overestimation of the self-bearing capacity of the surrounding rock when designing the lining alone, resulting in local pilot failure, waste of resources or safety hazards. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following briefly describes the drawings required for the specific embodiments or the description of the prior art. Similar elements or parts are generally identified by similar reference numerals throughout the drawings. Elements or parts in the drawings are not necessarily drawn to scale.

[0019] Figure 1 is a flow chart of an embodiment of the present invention; Figure 2 Schematic diagram of the failure criterion in the composite model of this embodiment; Figure 3 Schematic diagram of the micro-contact constitutive behavior in the composite model of this embodiment; Figure 4 Schematic diagram of the composite model of this embodiment. DETAILED DESCRIPTION

[0020] The following embodiments of the technical solution of the present invention will be described in detail with reference to the accompanying drawings. The following embodiments are only used to more clearly illustrate the technical solution of the present invention and are therefore only examples and are not intended to limit the scope of protection of the present invention.

[0021] It should be noted that, unless otherwise specified, the technical or scientific terms used in this application should have the common meanings understood by those skilled in the art to which the present invention belongs.

[0022] Example 1 This embodiment provides an integrated design method for a hydraulic tunnel rock lining structure. The working principle of this embodiment is described in detail below: Figure 1FIG2 is a flowchart of an embodiment of the present invention, which includes obtaining basic parameters, including physical parameters of the tunnel, mechanical parameters of the surrounding rock, and mechanical parameters of the lining; introducing shear and tensile failure criteria to establish a composite model of the tunnel rock lining structure based on the basic parameters; iteratively adjusting the lining parameters in the composite model according to the strength-stiffness-thickness synergy principle until the tunnel deformation limit requirements are met; and outputting a final collaborative design scheme for the rock lining structure.

[0023] Obtain basic parameters, including physical parameters of the tunnel, mechanical parameters of the surrounding rock and mechanical parameters of the lining The method includes: determining the basic parameters of the tunnel, including tunnel diameter, tunnel burial depth and lateral pressure coefficient, through geological exploration combined with design specifications; The mechanical parameters of the surrounding rock are obtained through rock mechanics tests. In this embodiment, the pressure pipe of a hydropower station is taken as an example. The mechanical parameters of the surrounding rock obtained include: elastic modulus E=30 GPa, Poisson's ratio ν of the rock mass in this embodiment is 0.22, internal friction angle =38∘, cohesion c=1.8MPa, tensile strength =0.4MPa; the elastic modulus of the lining is obtained through a uniaxial compression test.

[0024] like Figure 2 The figure shows a schematic diagram of the failure criteria in the composite model of this embodiment. Shear and tensile failure criteria are introduced, and a composite model of the tunnel rock lining structure is established based on the basic parameters. By setting the Mohr-Coulomb criterion with tension, the failure thresholds of the rock mass and lining are defined. The yield function of the Mohr-Coulomb criterion is: Among them, A→B represents the compression-shear failure mode, and B→C represents the tension failure mode. The yield function of compression-shear failure corresponds to the failure mode of the material under different stress states. represents the maximum principal stress, represents the minimum principal stress, represents the internal friction coefficient, represents the internal friction angle, c represents the cohesion, represents the yield function of tensile failure, Indicates the tensile stress value, Usually the minimum principal stress is taken, Indicates tensile strength; The internal friction coefficient Deduced from the internal friction angle, the formula is: .

[0025] This criterion takes into account both the cohesion c and the internal friction angle. Shear failure and tensile strength based on Tensile failure: The failure of rock mass and lining is no longer controlled solely by the shear of the traditional Mohr-Coulomb criterion, but the possibility of tensile failure such as lining cracking is increased, which is closer to the composite stress characteristics of rock lining structures in actual engineering.

[0026] The mechanical parameters of the surrounding rock are converted into the bulk modulus and shear modulus of the composite model, which are used to define the mechanical response of the surrounding rock and lining blocks. The mechanical response of the surrounding rock and lining blocks is defined according to the mechanical parameters of the surrounding rock using the method shown in the following bulk modulus and shear modulus calculation formula: Where K represents the bulk modulus, E represents the elastic modulus, represents Poisson's ratio, G represents shear modulus; Based on the bulk modulus and shear modulus, the normal stiffness and shear stiffness of the contact surface between the surrounding rock and the lining material are calculated. The contact surface stiffness is coordinated based on the unit size to ensure that the contact surface stiffness parameters are dynamically matched with the surrounding rock and lining material parameters and unit size. The calculation formula is: in, represents the normal stiffness, represents shear stiffness, K represents bulk modulus, K represents bulk modulus, Represents the minimum mesh size in the contact region of the model.

[0027] like Figure 3 The figure shows a schematic diagram of the microscopic contact constitutive behavior in the composite model of this embodiment. The normal stress and shear stress are calculated based on the normal stiffness and shear stiffness, which are used to define the stress transfer mechanism between the surrounding rock and the lining and reflect the actual deformation of the contact surface under external force or boundary conditions. The normal stress is calculated based on the normal stiffness using the method shown in the calculation formula of the normal stress below: in, Represents the corresponding force, The change in the corresponding force is expressed as follows: represents the normal stiffness, represents the normal phase shift; The normal stress is calculated based on the shear stiffness using the method shown in the following shear stress calculation formula: in, represents the shear stress, represents the shear stiffness, represents shear displacement, c represents contact surface cohesion, Represents the corresponding force, represents the contact surface friction angle, represents the maximum shear strength, represents the change in shear stress, express Symbolic function for extracting variables The mathematical symbol of shear stress). The physical meaning of the calculation formula of shear stress is that when the system is in the elastic stage ( ), shear stress and shear displacement A linear relationship is formed by the shear stiffness control; when the system is in the plastic stage ( ), the shear stress is maintained at the maximum shear strength, which conforms to the Mohr-Coulomb criterion, and the displacement continues to grow while the stress remains unchanged.

[0028] The bottom boundary of the composite model is set as a fixed boundary, a fixed vertical stress is applied to the upper boundary, and a lateral boundary stress is applied to the side boundary according to the lateral pressure coefficient. The model size is X×Y×Z = 36 m×5 m×36 m. The schematic diagram of the composite model in this embodiment is shown as follows: Figure 4 As shown in the figure, internal and external stress and strain observation points are arranged at fixed intervals of 1 meter along the circumference of the lining, and displacement monitoring points are set at fixed intervals at the top, bottom, and sides of the tunnel. This method, which treats the surrounding rock and lining as a unified composite load-bearing system and establishes an improved Mohr-Coulomb criterion, more accurately describes the compressive-shear and tensile failure modes of the surrounding rock, breaking through the limitations of traditional segmented analysis and truly reflecting the load transfer and deformation coupling relationship between the two.

[0029] The lining parameters in the composite model are iteratively adjusted according to the strength-stiffness-thickness synergy principle until the tunnel deformation limit requirements are met, including: Setting adjustment thresholds of lining parameters according to design standards, wherein the lining parameters include initial values ​​of lining strength, lining stiffness, and lining-to-hole ratio; Taking the minimum value and the maximum value of the adjustment threshold value as the lining parameter, respectively, to form a lining parameter combination matrix; The lining parameter combination matrix is ​​input into the composite model for simulation, and the structural stability assessment parameters corresponding to each group of lining parameters in the lining parameter combination matrix are obtained. The structural stability assessment parameters include surrounding rock displacement, plastic zone area and stress standard deviation. The displacement monitoring point obtains the surrounding rock displacement data, and takes an average value based on the displacement vector data of the top plate, bottom plate and two sides of each monitoring section, and uses the average value as the surrounding rock displacement; the plastic zone of the composite model is selected according to the mechanical properties of the surrounding rock and lining, and the plastic zone area is calculated; the stress of each point is obtained at the stress-strain observation point, and the stress standard deviation is calculated according to the standard deviation calculation formula.

[0030] Based on the lining parameter combination matrix and the structural stability evaluation parameters, a multi-parameter response surface model is constructed, and the mathematical relationship between the lining parameters and the structural stability evaluation parameters is evaluated by fitting using the least squares method to solve the lining parameter combination that minimizes the surrounding rock displacement and the plastic zone area; Substituting the lining parameter combination into the composite model for secondary simulation, and recording the structural stability assessment parameters of the secondary simulation; Compare the structural stability evaluation parameters of the secondary simulation with the initial structural stability evaluation parameters, and determine whether they meet the following conditions: The decrease in the surrounding rock displacement is less than 5%, the reduction rate of the plastic zone area is less than 8%, and the stress standard deviation meets the design standard. If the above conditions are met, the current lining parameter combination is output as the optimal parameter. If the above conditions are not met, the lining parameters included in the current lining parameter combination replace the adjustment threshold for iterative calculation.

[0031] Return to the step of taking the minimum value and the maximum value of the adjustment threshold for the lining parameters to form a lining parameter combination matrix.

[0032] Replacing the adjustment threshold with the lining parameters included in the current lining parameter combination includes: If the lining parameter is not within the adjustment threshold range, the adjustment threshold is not adjusted; If the lining parameter is within the adjustment threshold range and close to the minimum value of the adjustment threshold, the lining parameter is used as the minimum value of the adjustment threshold; If the lining parameter is within the adjustment threshold range and close to the maximum value of the adjustment threshold, the lining parameter is set as the minimum value of the adjustment threshold. This lining parameter optimization based on the strength-stiffness-thickness synergy principle avoids the traditional trial-and-error method that often leads to underestimation of the stress concentration effect of the lining or overestimation of the self-supporting capacity of the surrounding rock when designing a lining individually, resulting in localized pilot failure, waste of resources, and safety hazards.

[0033] Example 2 In combination with Example 1, this embodiment includes a computer device, including a memory and a processor, wherein the memory stores a computer program, and the processor implements the integrated design method of a hydraulic tunnel rock lining structure when executing the computer program.

[0034] Example 3 In combination with Example 1, this embodiment includes a readable storage medium having a computer program stored thereon, and when the computer program is executed by a processor, the method for integrated design of a hydraulic tunnel rock lining structure is implemented.

[0035] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or make equivalent replacements for some or all of the technical features therein. These modifications or replacements do not deviate the essence of the corresponding technical solutions from the scope of the technical solutions of the embodiments of the present invention, and they should all be included in the scope of the claims and description of the present invention.

Claims

1. A method for integrated design of rock lining structure of hydraulic tunnel, characterized in that: include: Obtain basic parameters, including physical parameters of the tunnel, mechanical parameters of the surrounding rock, and mechanical parameters of the lining; Introducing shear and tensile failure criteria, a composite model of the tunnel rock lining structure is established based on the basic parameters; Iteratively adjusting the lining parameters in the composite model according to the strength-stiffness-thickness synergy principle until the tunnel deformation limit requirements are met; The final collaborative design scheme of the rock lining structure is outputted according to the lining parameters that meet the tunnel deformation limit requirements.

2. The integrated design method for rock lining structure of hydraulic tunnel according to claim 1, characterized in that: Obtain basic parameters, including the physical parameters of the tunnel, the mechanical parameters of the surrounding rock, and the mechanical parameters of the lining, including: Determine the basic parameters of the tunnel, including tunnel diameter, tunnel burial depth and lateral pressure coefficient, through geological exploration combined with design specifications; Obtaining mechanical parameters of the surrounding rock through rock mechanics tests, including elastic modulus, Poisson's ratio, internal friction angle, cohesion and tensile strength; The mechanical parameters of the lining, including the elastic modulus, are obtained through uniaxial compression tests.

3. The integrated design method for rock lining structure of hydraulic tunnel according to claim 2, characterized in that: The shear and tensile failure criteria are introduced, and a composite model of the tunnel rock lining structure is established based on the basic parameters, including: By setting the Mohr-Coulomb criterion with tension, the failure thresholds of rock mass and lining are defined; Converting the mechanical parameters of the surrounding rock into bulk modulus and shear modulus of the composite model to define the mechanical response of the surrounding rock and lining blocks; Calculating the normal stiffness and shear stiffness of the contact surface between the surrounding rock and the lining material based on the bulk modulus and shear modulus; According to the normal stiffness and shear stiffness, normal stress and shear stress are calculated to define the stress transfer mechanism between the surrounding rock and the lining, reflecting the actual deformation of the contact surface under external forces or boundary conditions; Setting the bottom boundary of the composite model as a fixed boundary, applying a fixed vertical stress to the upper boundary, and applying a lateral boundary stress to the lateral boundary according to the lateral pressure coefficient; The inner and outer stress and strain observation points are arranged at fixed intervals along the circumference of the lining; Displacement monitoring points are set at fixed intervals at the top, bottom and sides of the tunnel.

4. The integrated design method for rock lining structure of hydraulic tunnel according to claim 3, characterized in that: The yield function of the Mohr-Coulomb criterion is: Among them, A→B represents the compression-shear failure mode, and B→C represents the tension failure mode. represents the yield function for compression-shear failure, represents the maximum principal stress, represents the minimum principal stress, represents the internal friction coefficient, represents the internal friction angle, c represents the cohesion, represents the yield function of tensile failure, Indicates the tensile stress value, Indicates tensile strength.

5. The integrated design method for rock lining structure of hydraulic tunnel according to claim 3, characterized in that: The mechanical parameters of the surrounding rock are converted into the bulk modulus and shear modulus of the composite model, which are used to define the mechanical response of the surrounding rock and lining blocks. The mechanical response of the surrounding rock and lining blocks is defined according to the mechanical parameters of the surrounding rock using the method shown in the following bulk modulus and shear modulus calculation formula: Where K represents the bulk modulus, E represents the elastic modulus, represents Poisson's ratio, and G represents the shear modulus.

6. The integrated design method for rock lining structure of hydraulic tunnel according to claim 3, characterized in that: The normal stiffness and shear stiffness of the contact surface between the surrounding rock and the lining material are calculated based on the bulk modulus and shear modulus. The normal stiffness and shear stiffness of the contact surface between the surrounding rock and the lining material are calculated based on the bulk modulus and shear modulus using the method shown in the following normal stiffness and shear stiffness calculation formula: in, represents the normal stiffness, represents shear stiffness, K represents bulk modulus, G represents shear modulus, Represents the minimum mesh size in the contact region of the model.

7. The integrated design method for rock lining structure of hydraulic tunnel according to claim 5, characterized in that: The calculation of normal stiffness and shear stiffness includes normal stress and shear stress, which are used to define the stress transfer mechanism between surrounding rock and lining and reflect the actual deformation of the contact surface under external force or boundary conditions. The normal stress is calculated according to the normal stiffness using the method shown in the calculation formula of normal stress below: in, Represents the corresponding force, The change in the corresponding force is expressed as follows: represents the normal stiffness, represents the normal phase shift; The normal stress is calculated based on the shear stiffness using the method shown in the following shear stress calculation formula: in, represents the shear stress, represents the shear stiffness, represents shear displacement, c represents contact surface cohesion, Represents the corresponding force, represents the contact surface friction angle, represents the maximum shear strength, represents the change in shear stress, express The sign function of .

8. The integrated design method for rock lining structure of hydraulic tunnel according to claim 3, characterized in that: The lining parameters in the composite model are iteratively adjusted according to the strength-stiffness-thickness synergy principle until the tunnel deformation limit requirements are met, including: Setting adjustment thresholds of lining parameters according to design standards, wherein the lining parameters include initial values ​​of lining strength, lining stiffness, and lining-to-hole ratio; Taking the minimum value and the maximum value of the adjustment threshold value as the lining parameter, respectively, to form a lining parameter combination matrix; Inputting the lining parameter combination matrix into the composite model for simulation, and obtaining the structural stability assessment parameter corresponding to each group of lining parameters in the lining parameter combination matrix; The structural stability assessment parameters include surrounding rock displacement, plastic zone area and stress standard deviation; Based on the lining parameter combination matrix and the structural stability evaluation parameters, a multi-parameter response surface model is constructed, and the mathematical relationship between the lining parameters and the structural stability evaluation parameters is evaluated by fitting using the least squares method to solve the lining parameter combination that minimizes the surrounding rock displacement and the plastic zone area; Substituting the lining parameter combination into the composite model for secondary simulation, and recording the structural stability assessment parameters of the secondary simulation; Comparing the structural stability assessment parameters of the secondary simulation with the initial structural stability assessment parameters, and determining whether the following conditions are met: the decrease in the displacement of the surrounding rock is less than 5%, the reduction rate of the plastic zone area is less than 8%, and the stress standard deviation meets the design standard; if the above conditions are met, outputting the current lining parameter combination as the optimal parameter; if the above conditions are not met, replacing the adjustment threshold with the lining parameters included in the current lining parameter combination for iterative calculation; Return to the step of taking the minimum value and the maximum value of the adjustment threshold for the lining parameters to form a lining parameter combination matrix.

9. The integrated design method for rock lining structure of hydraulic tunnel according to claim 8, characterized in that: Obtaining the structural stability assessment parameters corresponding to each group of lining parameters in the lining parameter combination matrix, including: The displacement monitoring point obtains the surrounding rock displacement data, and takes an average value based on the displacement vector data of the top plate, bottom plate and two sides of each monitoring section, and uses the average value as the surrounding rock displacement; The plastic region of the composite model is selected according to the mechanical properties of the surrounding rock and lining, and the area of ​​the plastic region is calculated: The stress-strain observation points obtain the stress of each point, and calculate the stress standard deviation according to the standard deviation calculation formula.

10. The integrated design method for rock lining structure of hydraulic tunnel according to claim 8, characterized in that: Replacing the adjustment threshold with the lining parameters included in the current lining parameter combination includes: If the lining parameter is not within the adjustment threshold range, the adjustment threshold is not adjusted; If the lining parameter is within the adjustment threshold range and close to the minimum value of the adjustment threshold, the lining parameter is used as the minimum value of the adjustment threshold; If the lining parameter is within the adjustment threshold range and close to the maximum value of the adjustment threshold, the lining parameter is used as the minimum value of the adjustment threshold.

11. A computer device comprising a memory and a processor, wherein the memory stores a computer program, wherein: When the processor executes the computer program, the method according to any one of claims 1 to 10 is implemented.

12. A readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the method according to any one of claims 1 to 10 is implemented.

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