A Shield Tunnel Seismic Resilience Assessment Method, System, Terminal and Storage Medium

Abstract

The present application relates to a method, system, terminal and storage medium for evaluating the seismic resilience of shield tunnels, belonging to the technical field of tunnel engineering, and includes obtaining tunnel disease parameters and tunnel design parameters of the shield tunnel; establishing a three-dimensional seismic time history analysis model of the shield tunnel according to the tunnel disease parameters and tunnel design parameters; evaluating the seismic resilience of the shield tunnel according to the three-dimensional seismic time history analysis model to determine the tunnel resilience coefficient of the shield tunnel; determining the tunnel resilience evaluation result according to the tunnel resilience coefficient and a preset resilience evaluation criterion; determining the tunnel resilience recovery method according to the tunnel resilience evaluation result and a preset resilience recovery relationship; and associating and outputting the tunnel resilience evaluation result and the tunnel resilience recovery method. The present application has the effect of improving the accuracy of the resilience evaluation of shield tunnels.

Description

Technical Field

[0001] The present application relates to the technical field of tunnel engineering, and in particular, to a method, system, terminal and storage medium for evaluating the seismic resilience of shield tunnels. Background Technique

[0002] A shield tunnel is a passage constructed underground by using a shield machine. This construction method is widely used in the construction of infrastructure such as urban subways, railways, highways, drainage systems, and power and communication cables.

[0003] In the related art, for shield tunnels, segmental linings connected by bolts as a whole can be regarded as an important guarantee for the long-term safe operation of underground structures. Therefore, scholars use the emerging resilience theory to evaluate the safety of shield tunnels in good service conditions, so as to determine the resilience of the overall shield tunnel.

[0004] In view of the above related art, many shield tunnels show a large number of apparent defects in daily operation, such as cracking, spalling or even local collapse, which seriously reduces the bearing capacity and durability of the tunnel structure. Moreover, the discontinuous contact at the interface between the shield tunnel and the stratum is also regarded as an important cause of various shield tunnel diseases. However, only evaluating the resilience of shield tunnels in good service conditions will ignore the objective impacts suffered by shield tunnels in the actual operation environment, resulting in low accuracy of the resilience evaluation of shield tunnels and there is still room for improvement. Summary of the Invention

[0005] In order to improve the accuracy of the resilience evaluation of shield tunnels, the present application provides a method, system, terminal and storage medium for evaluating the seismic resilience of shield tunnels.

[0006] In the first aspect, the present application provides a method for evaluating the seismic resilience of shield tunnels, adopting the following technical solution:

[0007] A method for evaluating the seismic resilience of shield tunnels includes:

[0008] Obtaining the tunnel disease parameters and tunnel design parameters of the shield tunnel;

[0009] Establishing a three-dimensional seismic time-history analysis model of the shield tunnel according to the tunnel disease parameters and tunnel design parameters;

[0010] Evaluating the seismic resilience of the shield tunnel according to the three-dimensional seismic time-history analysis model to determine the tunnel resilience coefficient of the shield tunnel;

[0011] Determining the tunnel resilience evaluation result according to the tunnel resilience coefficient and the preset resilience evaluation standard;

[0012] Determining the tunnel resilience recovery method according to the tunnel resilience evaluation result and the preset resilience recovery relationship;

[0013] Associate and output the tunnel toughness evaluation result and the tunnel toughness recovery method.

[0014] By adopting the above technical solution, a three-dimensional seismic time-history analysis model that conforms to the actual operation environment of the shield tunnel is established based on the tunnel disease parameters and the tunnel design parameters. Numerical simulation is carried out on the three-dimensional seismic time-history analysis model based on the modeling of the actual shield tunnel, so as to determine the tunnel toughness coefficient of the shield tunnel. Then, the tunnel toughness evaluation result is found in the toughness evaluation standard according to the tunnel toughness coefficient, and the tunnel toughness recovery method is found in the toughness recovery relationship according to the tunnel toughness evaluation result. Instead of only taking the shield tunnel in good service condition as the research target of toughness, the accuracy of the toughness evaluation of the shield tunnel is improved.

[0015] Optionally, the steps of establishing a three-dimensional seismic time-history analysis model of the shield tunnel according to the tunnel disease parameters and the tunnel design parameters include:

[0016] Create a three-dimensional tunnel model of the shield tunnel according to the tunnel design parameters;

[0017] Define the material properties of the three-dimensional tunnel model according to the preset model mechanical parameters to generate an ideal tunnel model;

[0018] Set boundary conditions for the ideal tunnel model according to the preset boundary setting method to generate a simulated tunnel model;

[0019] Add diseases to the simulated tunnel model according to the tunnel disease parameters, and input the preset seismic wave to generate a three-dimensional seismic time-history analysis model.

[0020] By adopting the above technical solution, a three-dimensional tunnel model of the shield tunnel is created according to the tunnel design parameters, and then the material properties are defined, the boundary is set, and the disease parameters are added to the three-dimensional tunnel model in sequence, so that the constructed three-dimensional seismic time-history analysis model can conform to the operation environment of the actual shield tunnel, and the accuracy of the three-dimensional seismic time-history analysis model is improved.

[0021] Optionally, the steps of setting boundary conditions for the ideal tunnel model according to the preset boundary setting method to generate a simulated tunnel model include:

[0022] Obtain geological exploration parameters;

[0023] Analyze the geological exploration parameters to determine the longitudinal wave velocity, the transverse wave velocity, and the shear modulus of the surrounding rock;

[0024] Analyze the geological exploration parameters, the longitudinal wave velocity, and the transverse wave velocity to determine the damping coefficient;

[0025] Obtain the wave source boundary distance;

[0026] Analyze the distance from the wave source boundary, the shear modulus of the surrounding rock, and a preset correction coefficient to determine the spring stiffness;

[0027] Set boundaries on the ideal tunnel model according to the damping coefficient and spring stiffness to generate a simulated tunnel model.

[0028] By adopting the above technical solution, boundaries are set on the ideal tunnel model according to the damping coefficient and spring stiffness, so as to simulate the infinite domain conditions in the actual engineering scope, and make the artificially set boundaries absorb the outward-propagating wave energy, reduce the influence of the reflected wave on the calculation results, and further improve the accuracy of the three-dimensional seismic time history analysis model.

[0029] Optionally, after generating the three-dimensional seismic time history analysis model, it further includes a model verification step, and the specific steps include:

[0030] Obtain the model material parameters of the three-dimensional seismic time history analysis model;

[0031] Judge whether the model material parameters meet the requirements of the preset shield tunnel loading test parameters;

[0032] If not, adjust the model material parameters according to the shield tunnel loading test parameters until the model material parameters meet the requirements of the shield tunnel loading test parameters;

[0033] If they meet the requirements, input the preset verification wave into the three-dimensional seismic time history analysis model and obtain the simulated vibration values at the preset monitoring points;

[0034] Judge whether the simulated vibration values meet the requirements of the preset theoretical vibration values;

[0035] If not, output the preset boundary unreasonable information for prompting;

[0036] If they meet the requirements, output the preset model correct information for prompting.

[0037] By adopting the above technical solution, compare the model material parameters with the shield tunnel loading test parameters, so that when they are different, adjust the model material parameters until they are the same, thereby improving the rationality of the model material parameters. Then input the verification wave into the three-dimensional seismic time history analysis model and compare whether the simulated vibration values are consistent with the theoretical vibration values, so as to verify whether the boundary setting is reasonable, and further improve the accuracy of the three-dimensional seismic time history analysis model.

[0038] Optionally, the steps of evaluating the seismic resilience of the shield tunnel according to the three-dimensional seismic time history analysis model to determine the tunnel resilience coefficient of the shield tunnel include:

[0039] Control the three-dimensional seismic time history analysis model to perform numerical simulation to determine the damage curve;

[0040] Analyze the damage curve and the preset ideal toughness curve to determine the remaining toughness of damage;

[0041] Obtain the recovery curve;

[0042] Analyze the recovery curve and the ideal toughness curve to determine the remaining toughness of recovery;

[0043] Analyze the remaining toughness of damage and the remaining toughness of recovery to determine the tunnel toughness coefficient.

[0044] By adopting the above technical solution, control the three-dimensional seismic time-history analysis model to conduct numerical simulation, so as to determine the damage curve in the damage stage, determine the remaining toughness of damage according to the damage curve and the ideal toughness curve, and then determine the tunnel toughness coefficient according to the remaining toughness of damage and the remaining toughness of recovery, so as to calculate the toughness coefficient of the actual shield tunnel through the simulation numerical value of the shield tunnel, and further improve the accuracy of the determined tunnel toughness coefficient.

[0045] Optionally, the steps of controlling the three-dimensional seismic time-history analysis model to conduct numerical simulation to determine the damage curve include:

[0046] Control the three-dimensional seismic time-history analysis model to conduct numerical simulation to determine the tunnel structure deformation parameters, the segment damage state parameters and the joint mechanical response parameters;

[0047] Analyze the tunnel structure deformation parameters, the segment damage state parameters and the joint mechanical response parameters to determine the parameter matrix;

[0048] Analyze the parameter matrix, the preset unacceptable value of the index and the preset satisfactory value of the index to determine the index efficiency coefficient;

[0049] Analyze the index efficiency coefficient and the preset index weight coefficient to determine the damage curve.

[0050] By adopting the above technical solution, determine the damage curve according to the tunnel structure deformation parameters, the segment damage state parameters and the joint mechanical response parameters as the toughness evaluation parameters, so as to consider the factors that may affect the toughness of the actual shield tunnel, and further improve the accuracy of the determined damage curve.

[0051] Optionally, the steps of controlling the three-dimensional seismic time-history analysis model to conduct numerical simulation to determine the tunnel structure deformation parameters include:

[0052] Control the three-dimensional seismic time-history analysis model to conduct numerical simulation to determine the distance between adjacent sections and the grid size;

[0053] Obtain the contour section number and the number of grids of adjacent sections;

[0054] Analyze the distance between adjacent cross-sections, the grid size, the contour cross-section number, and the number of grids in adjacent cross-sections to determine the tunnel structure deformation parameters.

[0055] By adopting the above technical solution, the volume change of a single unit is calculated based on the change in the distance between adjacent cross-sections and the grid size, and then the volume change of the overall shield tunnel is calculated in combination with the contour cross-section number and the number of grids in adjacent cross-sections, so as to determine the tunnel structure deformation parameters, thereby improving the accuracy and convenience of determining the tunnel structure deformation parameters.

[0056] In a second aspect, the present application provides a seismic resilience evaluation system for shield tunnels, adopting the following technical solution:

[0057] A seismic resilience evaluation system for shield tunnels includes:

[0058] An acquisition module for acquiring tunnel disease parameters and tunnel design parameters;

[0059] A memory for storing a program of a seismic resilience evaluation method for shield tunnels as described in any one of the above;

[0060] A processor, and the program in the memory can be loaded and executed by the processor and implement a seismic resilience evaluation method for shield tunnels as described in any one of the above.

[0061] By adopting the above technical solution, the processor loads and executes the program of a seismic resilience evaluation method for shield tunnels stored in the memory, and the acquisition module acquires a series of data related to the seismic resilience evaluation of shield tunnels, so as to establish a three-dimensional seismic time history analysis model that conforms to the actual operation environment of the shield tunnel based on the tunnel disease parameters and tunnel design parameters, perform numerical simulation based on the three-dimensional seismic time history analysis model for the modeling of the actual shield tunnel, thereby determining the tunnel resilience coefficient of the shield tunnel, and finding out the tunnel resilience evaluation result in the resilience evaluation standard according to the tunnel resilience coefficient, and then finding out the tunnel resilience recovery method in the resilience recovery relationship according to the tunnel resilience evaluation result, rather than only taking the shield tunnel in good service condition as the research target of resilience, thereby improving the accuracy of the resilience evaluation of shield tunnels.

[0062] In a third aspect, the present application provides an intelligent terminal, adopting the following technical solution:

[0063] An intelligent terminal includes a memory and a processor, and a computer program capable of being loaded and executed by the processor as described in any one of the above for a seismic resilience evaluation method for shield tunnels is stored on the memory.

[0064] By adopting the above technical solution, by operating an intelligent terminal, the processor loads and executes a computer program of a shield tunnel seismic resilience evaluation method stored in a memory, so as to establish a three-dimensional seismic time-history analysis model that conforms to the actual operation environment of the shield tunnel according to tunnel disease parameters and tunnel design parameters, perform numerical simulation based on the modeling of the actual shield tunnel with the three-dimensional seismic time-history analysis model, thereby determining the tunnel resilience coefficient of the shield tunnel, searching for the tunnel resilience evaluation result in the resilience evaluation standard according to the tunnel resilience coefficient, and then searching for the tunnel resilience recovery method in the resilience recovery relationship according to the tunnel resilience evaluation result, rather than only taking the shield tunnel in good service condition as the research target of resilience, thereby improving the accuracy of the resilience evaluation of the shield tunnel.

[0065] In a fourth aspect, the present application provides a computer storage medium capable of storing a corresponding program, which has the characteristic of facilitating the improvement of the accuracy of the resilience evaluation of the shield tunnel, and adopts the following technical solution:

[0066] A computer-readable storage medium stores a computer program that can be loaded and executed by a processor for any one of the above shield tunnel seismic resilience evaluation methods.

[0067] By adopting the above technical solution, a computer program of a shield tunnel seismic resilience evaluation method is stored in the computer-readable storage medium, and the processor loads and executes the computer program in the storage medium, so as to establish a three-dimensional seismic time-history analysis model that conforms to the actual operation environment of the shield tunnel according to tunnel disease parameters and tunnel design parameters, perform numerical simulation based on the modeling of the actual shield tunnel with the three-dimensional seismic time-history analysis model, thereby determining the tunnel resilience coefficient of the shield tunnel, searching for the tunnel resilience evaluation result in the resilience evaluation standard according to the tunnel resilience coefficient, and then searching for the tunnel resilience recovery method in the resilience recovery relationship according to the tunnel resilience evaluation result, rather than only taking the shield tunnel in good service condition as the research target of resilience, thereby improving the accuracy of the resilience evaluation of the shield tunnel.

[0068] In summary, the present application includes at least one of the following beneficial technical effects:

[0069] By establishing a three-dimensional seismic time-history analysis model that conforms to the actual operation environment of the shield tunnel according to tunnel disease parameters and tunnel design parameters, performing numerical simulation based on the modeling of the actual shield tunnel with the three-dimensional seismic time-history analysis model, thereby determining the tunnel resilience coefficient of the shield tunnel, searching for the tunnel resilience evaluation result in the resilience evaluation standard according to the tunnel resilience coefficient, and then searching for the tunnel resilience recovery method in the resilience recovery relationship according to the tunnel resilience evaluation result, rather than only taking the shield tunnel in good service condition as the research target of resilience, thereby improving the accuracy of the resilience evaluation of the shield tunnel;

[0070] By creating a three-dimensional tunnel model of a shield tunnel according to tunnel design parameters, and then successively defining material properties, setting boundaries, and adding disease parameters to the three-dimensional tunnel model, the constructed three-dimensional seismic time-history analysis model can conform to the actual operation environment of the shield tunnel, thereby improving the accuracy of the three-dimensional seismic time-history analysis model;

[0071] By comparing the model material parameters with the shield tunnel loading test parameters, when they are different, adjust the model material parameters until they are the same, thereby improving the rationality of the model material parameters. Then input the verification wave into the three-dimensional seismic time-history analysis model, and compare whether the simulated vibration values are consistent with the theoretical vibration values, thereby verifying whether the boundary setting is reasonable, and further improving the accuracy of the three-dimensional seismic time-history analysis model. Brief Description of the Drawings

[0072] Figure 1 is a flowchart of a method for evaluating the seismic resilience of a shield tunnel in an embodiment of the present application.

[0073] Figure 2 is a flowchart of the steps for establishing a three-dimensional seismic time-history analysis model of a shield tunnel according to tunnel disease parameters and tunnel design parameters in an embodiment of the present application.

[0074] Figure 3 is a flowchart of the steps for setting boundary conditions for an ideal tunnel model according to a preset boundary setting method to generate a simulated tunnel model in an embodiment of the present application.

[0075] Figure 4 is a flowchart of the model verification steps in an embodiment of the present application.

[0076] Figure 5 is a flowchart of the steps for evaluating the seismic resilience of a shield tunnel according to a three-dimensional seismic time-history analysis model to determine the tunnel resilience coefficient of the shield tunnel in an embodiment of the present application.

[0077] Figure 6 is a flowchart of the steps for controlling a three-dimensional seismic time-history analysis model to perform numerical simulation to determine a damage curve in an embodiment of the present application.

[0078] Figure 7 is a flowchart of the steps for controlling a three-dimensional seismic time-history analysis model to perform numerical simulation to determine tunnel structure deformation parameters in an embodiment of the present application. Detailed Description of the Embodiment

[0079] In order to make the purpose, technical solutions and advantages of the present application clearer, the following further describes the present application in detail with reference to the accompanying Figures 1 - 7 drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present application and are not used to limit the present application.

[0080] An embodiment of the present application discloses a method for evaluating the seismic resilience of a shield tunnel. Specifically, it discloses establishing a three-dimensional seismic time-history analysis model of the shield tunnel by using the tunnel design parameters and tunnel disease parameters of the shield tunnel, so as to perform numerical simulation with the three-dimensional seismic time-history analysis model, calculate the tunnel resilience coefficient of the shield tunnel, and determine the tunnel resilience evaluation result according to the tunnel resilience coefficient and the resilience evaluation standard. Then, determine the tunnel resilience recovery method according to the tunnel resilience evaluation result and the resilience recovery relationship, and output the tunnel resilience evaluation result and the tunnel resilience recovery method after association. Thus, based on the actual operation environment of the shield tunnel, simulate and calculate the resilience of the actual shield tunnel, rather than only taking the shield tunnel in good service condition as the research object, thereby improving the accuracy of the shield tunnel resilience evaluation.

[0081] Refer to Figure 1 , an embodiment of the present application discloses a method for evaluating the seismic resilience of a shield tunnel, including the following steps:

[0082] Step S100: Obtain the tunnel disease parameters and tunnel design parameters of the shield tunnel.

[0083] Among them, the tunnel disease parameters refer to the actual disease size, location and other information of the shield tunnel, which are surveyed by the operator on the diseases of the actual shield tunnel and statistically analyzed by fitting a normal distribution to determine the typical disease distribution, so as to reflect the actual situation of the project.

[0084] The tunnel design parameters refer to the design parameters of the shield tunnel, including parameters such as the size of the shield tunnel, the segment angle, the segment width and the geological type, which are obtained by surveying and consulting the design data.

[0085] Step S101: Establish a three-dimensional seismic time-history analysis model of the shield tunnel according to the tunnel disease parameters and tunnel design parameters.

[0086] Among them, the three-dimensional seismic time-history analysis model refers to a model used to evaluate the response of the shield tunnel under seismic action, which is established according to the tunnel disease parameters and tunnel design parameters. The specific method refers to Figure 2 the steps, so as to ensure that the research object of the three-dimensional seismic time-history analysis model is the actually operating shield tunnel, rather than the shield tunnel in an ideal environment, thereby improving the accuracy of the three-dimensional seismic time-history analysis model.

[0087] Step S102: Evaluate the seismic resilience of the shield tunnel according to the three-dimensional seismic time-history analysis model to determine the tunnel resilience coefficient of the shield tunnel.

[0088] Among them, the tunnel toughness coefficient refers to the coefficient value representing the current toughness level of the shield tunnel. The range of the coefficient is from 0 to 1. The larger the coefficient, the higher the toughness. After numerical simulation by the three-dimensional seismic time history analysis model, the seismic toughness of the shield tunnel is analyzed and calculated. The specific method refers to Figure 5 the steps of

[0089] Step S103: Determine the tunnel toughness evaluation result according to the tunnel toughness coefficient and the preset toughness evaluation criteria.

[0090] Among them, the toughness evaluation criteria refer to the corresponding relationship between different toughness coefficients and toughness evaluation results. For example, when the toughness coefficient is from 0.9 to 1.0, the toughness evaluation result is high toughness; when the toughness coefficient is from 0.7 to 0.9, the toughness evaluation result is medium toughness; when the toughness coefficient is from 0.5 to 0.7, the toughness evaluation result is low toughness; when the toughness coefficient is from 0.0 to 0.5, the toughness evaluation result is extremely low toughness. The operator forms a mapping table by corresponding the toughness coefficient with the toughness evaluation result one by one.

[0091] The tunnel toughness evaluation result refers to the evaluation result of the tunnel toughness, which is obtained by the processing terminal or the operator looking up in the mapping table corresponding to the toughness evaluation criteria according to the tunnel toughness coefficient.

[0092] Step S104: Determine the tunnel toughness recovery method according to the tunnel toughness evaluation result and the preset toughness recovery relationship.

[0093] Among them, the toughness recovery relationship refers to the corresponding relationship between the toughness evaluation result and the recovery method. For example, when the toughness evaluation result is high toughness, the recovery method is rapid post-earthquake detection and repair, the toughness coefficient is restored to 0.95, and the recovery time is 2.4 days; when the toughness evaluation result is medium toughness, the recovery method is to strengthen the segment to supplement the bearing capacity, the toughness coefficient is restored to 0.9, and the repair time is 45 days; when the toughness evaluation result is low toughness, the recovery method is to replace the damaged segment and grout the large area of the formation, the toughness coefficient is restored to 0.7, and the recovery time is 210 days; when the toughness evaluation result is extremely low toughness, the recovery method is irreversible. The operator forms a mapping table by corresponding the toughness evaluation result with the recovery method one by one.

[0094] The tunnel toughness recovery method refers to the method to restore the toughness of the current shield tunnel, which is obtained by the processing terminal or the operator looking up in the mapping table corresponding to the toughness recovery relationship according to the tunnel toughness evaluation result.

[0095] Step S105: Associate and output the tunnel toughness evaluation result and the tunnel toughness recovery method.

[0096] Among them, after determining the tunnel toughness evaluation result and the tunnel toughness recovery method, both are added to the same table for output, so that the operator can intuitively see the tunnel toughness and the recovery method of the shield tunnel in the seismic simulation.

[0097] Referring to Figure 2 , the steps of establishing a three-dimensional seismic time-history analysis model of the shield tunnel according to the tunnel disease parameters and the tunnel design parameters include:

[0098] Step S200: Create a three-dimensional tunnel model of the shield tunnel according to the tunnel design parameters.

[0099] Among them, the three-dimensional tunnel model refers to a finite element model established according to the tunnel design parameters, which is obtained by the operator modeling in the finite element software based on the dimensions of the shield tunnel corresponding to the tunnel design parameters, the segment angle, the segment width, and the geological type.

[0100] Step S201: Define the material properties of the three-dimensional tunnel model according to the preset model mechanical parameters to generate an ideal tunnel model.

[0101] Among them, the model mechanical parameters refer to the parameters used to define the material properties in the model, including parameters such as the density, elastic modulus, Poisson's ratio, and shear strength of the lining and surrounding rock, which are obtained by the operator's investigation of the material parameters of the actual shield tunnel.

[0102] The ideal tunnel model refers to the model of the shield tunnel without toughness influence factors, which is obtained by the operator defining the mechanical properties of the materials in the three-dimensional tunnel model with the model mechanical parameters in the finite element software.

[0103] Step S202: Set the boundary conditions for the ideal tunnel model according to the preset boundary setting method to generate a simulated tunnel model.

[0104] Among them, the boundary setting method refers to the method of manually setting boundaries on the ideal tunnel model to simulate an infinite domain. For the specific method, refer to Figure 3 the steps.

[0105] The simulated tunnel model refers to the model obtained after setting the boundaries of the ideal tunnel model, which is obtained by the operator setting the boundaries of the ideal tunnel model according to the boundary setting method. For the specific method, refer to Figure 3 the steps.

[0106] Step S203: Add diseases to the simulated tunnel model according to the tunnel disease parameters, and input the preset seismic wave to generate a three-dimensional seismic time-history analysis model.

[0107] Among them, after determining the simulated tunnel model, a disease model is added to the simulated tunnel model according to the tunnel disease parameters. For diseases at specific locations, such as lining cracks or damage at joints, special elements or material properties are set in this area to simulate their mechanical behaviors; diseases that affect the overall structural stability, such as large-area corrosion or severe ground settlement, require adjusting the boundary conditions or load distribution of the model, so that the simulated tunnel model can simulate the disease problems that may occur in the actual shield tunnel, further improving the accuracy of the model. Finally, seismic waves are input into the model after adding the disease parameters, so that the model responds to the seismic waves to obtain a three-dimensional seismic time-history analysis model. In addition, for tunnels in mountain environments, shock waves representing landslides can also be input to simulate the impact of landslides caused by earthquakes on shield tunnels, further improving the accuracy of determining the toughness of shield tunnels.

[0108] Seismic waves refer to the parameters input in the model to simulate the measured seismic waves. In the embodiments of the present application, seismic waves are input in the form of shear waves.

[0109] Refer to Figure 3 , the steps of setting boundary conditions for the ideal tunnel model according to the preset boundary setting method to generate a simulated tunnel model include:

[0110] Step S300: Obtain geological exploration parameters.

[0111] Among them, the geological exploration parameters refer to the geological parameters obtained after the actual shield tunnel is explored, including Poisson's ratio, formation elastic modulus, medium density, and Lame constants, etc. The operator explores the actual shield tunnel to obtain the geological exploration parameters and inputs them into the processing terminal for waiting to be called.

[0112] Step S301: Analyze the geological exploration parameters to determine the longitudinal wave velocity, transverse wave velocity, and surrounding rock shear modulus.

[0113] Among them, the longitudinal wave velocity refers to the velocity at which the longitudinal wave propagates in the seismic wave, which is calculated by the processing terminal according to the geological exploration parameters. The specific calculation formula is:

[0114] ,

[0115] Among them, is the longitudinal wave velocity, is the medium density, is Poisson's ratio, is the formation elastic modulus, and are Lame constants, which are used to describe the properties of isotropic linear elastic materials and are the basic parameters used to define the stress-strain relationship in linear elastic theory.

[0116] The shear wave velocity refers to the velocity of shear waves in seismic waves, which is calculated by the processing terminal according to geological exploration parameters. The specific calculation formula is:

[0117] ,

[0118] where, is the shear wave velocity, is the medium density, is the Poisson's ratio, is the formation elastic modulus, and are the Lame constants.

[0119] The surrounding rock shear modulus refers to the physical quantity that measures the ability of a material to resist shear deformation, with the unit of Pascal, which is calculated by the processing terminal according to geological exploration parameters. The specific calculation formula is:

[0120] ,

[0121] where, is the surrounding rock shear modulus, is the formation elastic modulus, is the Lame constant.

[0122] Step S302: Analyze the geological exploration parameters, the longitudinal wave velocity, and the shear wave velocity to determine the damping coefficient.

[0123] Among them, the damping coefficient refers to the damping coefficient of the damper in the artificial boundary, including the normal damping coefficient and the tangential damping coefficient of the damper, which is obtained by the processing terminal after calculation based on the geological exploration parameters, the longitudinal wave velocity, and the shear wave velocity. The specific calculation formula is:

[0124] , ,

[0125] where, is the normal damping coefficient of the damper, is the tangential damping coefficient of the damper, is the medium density, is the longitudinal wave velocity, is the shear wave velocity.

[0126] Step S303: Obtain the wave source boundary distance.

[0127] Among them, the wave source boundary distance refers to the distance from the wave source to the artificial boundary, which is half of the model size and is input into the processing terminal by the operator according to the actual situation of the model.

[0128] Step S304: Analyze the wave source boundary distance, the surrounding rock shear modulus, and the preset correction coefficient to determine the spring stiffness.

[0129] Among them, the correction coefficient refers to the correction coefficients of the artificial viscoelastic boundary in the normal direction and the tangential direction. In the embodiments of the present application, the correction coefficient in the normal direction is 1.33, and the correction coefficient in the tangential direction is 0.67.

[0130] The spring stiffness refers to the stiffness of the spring in the artificially set boundary, which is obtained by calculation by the processing terminal according to the wave source boundary distance, the surrounding rock shear modulus, and the correction coefficient. The specific calculation formula is:

[0131] , ,

[0132] Among them, is the normal stiffness of the spring, is the tangential stiffness of the spring, is the surrounding rock shear modulus, is the wave source boundary distance, is the normal correction coefficient, is the tangential correction coefficient.

[0133] Step S305: Set the boundary on the ideal tunnel model according to the damping coefficient and the spring stiffness to generate a simulated tunnel model.

[0134] Among them, after determining the damping coefficient and the spring stiffness, the operator sets three-way springs and dampers at the grid nodes at the boundary of the ideal tunnel model in the finite element software according to the damping coefficient and the spring stiffness to form an artificial viscoelastic boundary, so as to obtain a simulated tunnel model. The spring provides the formation elastic resistance for the model, and the damper absorbs the seismic waves propagating to the boundary.

[0135] Referring to Figure 4 , after generating the three-dimensional seismic time history analysis model, it further includes a model verification step. The specific steps include:

[0136] Step S400: Obtain the model material parameters of the three-dimensional seismic time history analysis model.

[0137] Among them, the model material parameters refer to the parameters such as the size of the shield tunnel, the segment angle, the segment width, and the geological type used in the modeling of the three-dimensional seismic time history analysis model, which are obtained by the processing terminal calling.

[0138] Step S401: Determine whether the model material parameters meet the requirements of the preset shield tunnel loading test parameters.

[0139] Among them, the shield tunnel loading test parameters refer to the material parameters determined by conducting a loading test on a full-scale shield tunnel identical to the shield tunnel, which are input by the operator and stored in the processing terminal. The requirements for the shield tunnel loading test parameters refer to being consistent with the shield tunnel loading test parameters.

[0140] The processing terminal determines whether the model material parameters are consistent with the shield tunnel loading test parameters, thereby determining whether the material parameter settings of the three-dimensional seismic time history analysis model are reasonable.

[0141] Step S4011: If not, adjust the model material parameters according to the shield tunnel loading test parameters until the model material parameters meet the requirements of the shield tunnel loading test parameters.

[0142] Among them, if the processing terminal determines that the model material parameters are inconsistent with the shield tunnel loading test parameters, it indicates that the material parameter settings of the three-dimensional seismic time history analysis model are unreasonable. Therefore, adjust the unreasonable parameters in the model material parameters according to the shield tunnel loading test parameters until the two are consistent, thereby ensuring the accuracy of the three-dimensional seismic time history analysis model.

[0143] Step S4012: If they are consistent, input the preset verification wave into the three-dimensional seismic time history analysis model and obtain the simulated vibration values of the preset monitoring points.

[0144] Among them, if the processing terminal determines that the model material parameters are consistent with the shield tunnel loading test parameters, it indicates that the material parameter settings of the three-dimensional seismic time history analysis model are reasonable. Therefore, input the verification wave along the X direction at the bottom of the three-dimensional seismic time history analysis model and detect the simulated vibration values of the monitoring points, providing data support for subsequent determination of the rationality of the boundary settings.

[0145] The verification wave refers to the waveform used to verify whether the boundary settings of the three-dimensional seismic time history analysis model are reasonable. In the embodiment of the present application, a single-pulse shear wave with a time of 0.5 seconds is adopted. The specific displacement expression is:

[0146] ,

[0147] Among them, is the verification wave, is the time.

[0148] The monitoring point refers to the position in the model used to detect the response of the model to the verification wave, which is determined by the operator in the three-dimensional seismic time history analysis model. The simulated vibration value refers to the vibration value of the model caused by the verification wave at the monitoring point.

[0149] Step S402: Judge whether the simulated vibration value meets the requirements of the preset theoretical vibration value.

[0150] Among them, the theoretical vibration value refers to the vibration value of the model caused by the wave when the boundary is reasonably set, and the requirement for the theoretical vibration value means being consistent with the theoretical vibration value.

[0151] The processing terminal determines whether the simulated vibration value is consistent with the theoretical vibration value, so as to determine whether the boundary of the three-dimensional seismic time-history analysis model is reasonably set.

[0152] Step S4021: If not, output the preset boundary unreasonable information for prompting.

[0153] Among them, if the processing terminal determines that the simulated vibration value is inconsistent with the theoretical vibration value, it indicates that the model boundary is not reasonably set. Therefore, output the boundary unreasonable information for prompting, and determine the relevant parameters for adjusting the boundary according to the difference in the vibration value, such as increasing the damping coefficient, changing the boundary layer thickness, etc.

[0154] The boundary unreasonable information refers to the prompt information indicating that the model boundary is not reasonably set, which can be in the form of text and voice.

[0155] Step S4022: If it meets the requirement, output the preset model correct information for prompting.

[0156] Among them, if the processing terminal determines that the simulated vibration value is consistent with the theoretical vibration value, it indicates that the model boundary is reasonably set. Therefore, output the model correct information for prompting, indicating that both the material parameters and the boundary settings of the model are reasonable.

[0157] The model correct information refers to the information indicating that the material parameters and the boundary settings of the three-dimensional seismic time-history analysis model are reasonable, which can be in the form of text and voice.

[0158] Refer to Figure 5 , the steps for evaluating the seismic resilience of the shield tunnel according to the three-dimensional seismic time-history analysis model to determine the tunnel resilience coefficient of the shield tunnel include:

[0159] Step S500: Control the three-dimensional seismic time-history analysis model to conduct numerical simulation to determine the damage curve.

[0160] Among them, the damage curve refers to the curve in the damage stage determined during the numerical simulation of the three-dimensional seismic time-history analysis model. Control the three-dimensional seismic time-history analysis model to conduct numerical simulation, so as to go through three stages: operation, damage and recovery, and extract the curve in the damage stage and part of the resilience to determine the recovery curve for resilience evaluation. The specific method refers to Figure 6 the steps, and the resilience in the operation stage is the ideal resilience, so it is not used as an index for seismic resilience evaluation.

[0161] Step S501: Analyze the damage curve and the preset ideal resilience curve to determine the remaining damage resilience.

[0162] Among them, the ideal toughness curve refers to the toughness curve of the shield tunnel under ideal conditions, which is actually a constant 1.

[0163] The damage remaining toughness refers to the remaining toughness of the shield tunnel in the damage stage, which is calculated by the processing terminal according to the damage curve and the ideal toughness curve. The specific calculation formula is:

[0164] ,

[0165] Among them, is the damage remaining toughness, is the starting time of the seismic load on the shield tunnel, is the ending time of the seismic load on the shield tunnel, is the damage curve, is the ideal toughness curve.

[0166] Step S502: Obtain the recovery curve.

[0167] Among them, the recovery curve refers to the curve of the shield tunnel in the recovery stage, which is determined by the processing terminal according to the toughness at the starting and ending times of the seismic load. The specific formula is as follows:

[0168] ,

[0169] Among them, is the recovery curve, is the ending time of the seismic load on the shield tunnel, is the time when the earthquake ends, is the ending time of the recovery, and are constant coefficients, which are determined by the toughness at time and time.

[0170] Step S503: Analyze the recovery curve and the ideal toughness curve to determine the recovery remaining toughness.

[0171] Among them, the recovery remaining toughness refers to the remaining toughness in the recovery stage, which is determined by the processing terminal after calculating according to the recovery curve and the ideal toughness curve. The specific calculation formula is:

[0172] ,

[0173] Among them, is the recovery remaining toughness, is the ending time of the seismic load on the shield tunnel, is the time when the earthquake ends, is the recovery curve, is the ideal toughness curve.

[0174] Step S504: Analyze the remaining toughness of damage and the remaining toughness of recovery to determine the tunnel toughness coefficient.

[0175] Among them, the tunnel toughness coefficient refers to the evaluation coefficient of the toughness of the shield tunnel, which is determined by the processing terminal according to the remaining toughness of damage and the remaining toughness of recovery. The specific calculation formula is:

[0176] ,

[0177] Among them, is the tunnel toughness coefficient, is the remaining toughness of damage, is the remaining toughness of recovery, is the moment when the earthquake ends, is the starting moment of the seismic load on the shield tunnel.

[0178] Refer to Figure 6 , and the steps to control the three-dimensional seismic time-history analysis model for numerical simulation to determine the damage curve include:

[0179] Step S600: Control the three-dimensional seismic time-history analysis model for numerical simulation to determine the tunnel structure deformation parameters, the segment damage state parameters, and the joint mechanical response parameters.

[0180] Among them, the tunnel structure deformation parameters refer to the volume change parameters of the shield tunnel. Considering that the segments in the void area mainly show a tendency to bend outward, that is, causing the radial expansion of the segments in this area, the inner contour volume of the tunnel is used to analyze the influence of the void on the tunnel structure deformation. Obtain the three-dimensional coordinates of the grid nodes on the inner contour surface of the middle ring, reconstruct the two-dimensional positive-direction grid for the tunnel inner contour, automatically encrypt in the boundary area, and count the inner contour volume of the tunnel to obtain the tunnel structure deformation parameters. The specific method refers to Figure 7 the steps of

[0181] The segment damage state parameters refer to the number of damaged segments in the shield tunnel, which is obtained by outputting the number of failed elements by the three-dimensional seismic time-history analysis model. The joint mechanical response parameters refer to the stress of the joint bolts, which is obtained by outputting by the three-dimensional seismic time-history analysis model.

[0182] Step S601: Analyze the tunnel structure deformation parameters, the segment damage state parameters, and the joint mechanical response parameters to determine the parameter matrix.

[0183] Among them, the parameter matrix refers to the data matrix established according to the tunnel structure deformation parameters, the segment damage state parameters, and the joint mechanical response parameters, as follows:

[0184] ,

[0185] Among them, is the data of the th parameter at the Each row in represents the tunnel structure deformation parameters, segment damage state parameters, and joint mechanical response parameters at the same moment.

[0186] Step S602: Analyze the parameter matrix, the preset unacceptable value of the index, and the preset satisfactory value of the index to determine the index efficiency coefficient.

[0187] Among them, the unacceptable value of the index refers to the unacceptable value of a certain index, and the satisfactory value of the index refers to the satisfactory value of a certain index. The operator determines the satisfactory value and unacceptable value of the three parameters according to the shield tunnel design specification.

[0188] The index efficiency coefficient refers to the coefficient representing the influence of the three parameters on toughness. Since the three parameters are negative indexes, the larger the index value, the more unfavorable it is to toughness. The specific calculation formula is:

[0189] ,

[0190] Among them, is the th index at the moment, is the unacceptable value of the index, is the satisfactory value of the index.

[0191] Step S603: Analyze the index efficiency coefficient and the preset index weight coefficient to determine the damage curve.

[0192] Among them, the index weight coefficient refers to the normalized weight coefficient of a certain index at a certain moment. The determination of this weight uses the real-time weight judgment method of the three-scale judgment matrix based on (-1, 0, 1). The weight of a certain sensor at a certain moment is calculated by converting the optimal transfer matrix and the consistency matrix and using the root method.

[0193] The damage curve in this step is the same as the damage curve in step S500, and is calculated by the processing terminal according to the index efficiency coefficient and the index weight coefficient. The specific calculation formula is:

[0194] ,

[0195] Among them, is the damage curve, is the th index at the moment, that is, the index efficiency coefficient, is the The normalized weight coefficient of an index at is the moment, that is, the index weight coefficient.

[0196] Refer to Figure 7 , the steps of controlling the three-dimensional seismic time-history analysis model to perform numerical simulation to determine the tunnel structure deformation parameters include:

[0197] Step S700: Control the three-dimensional seismic time-history analysis model to perform numerical simulation to determine the adjacent section distance and grid size.

[0198] Among them, the adjacent section distance refers to the distance between adjacent sections, specifically manifested as the Z-direction dimension of a single unit in the model. The grid size refers to the square grid size, with a maximum value of 1 meter and a minimum value of 0.005 meter, and is obtained by reconstructing the two-dimensional positive-direction grid using the three-dimensional coordinates of the grid nodes on the inner contour surface of the middle ring of the three-dimensional seismic time-history analysis model and automatically encrypting in the boundary area.

[0199] Step S701: Obtain the contour section number and the number of grids in the adjacent section.

[0200] Among them, the contour section number refers to the tunnel inner contour section number, which is set by the operator and input into the processing terminal. The number of grids in the adjacent section refers to the number of reconstructed grids in the adjacent two sections, which is input into the processing terminal by the operator.

[0201] Step S702: Analyze the adjacent section distance, grid size, contour section number, and the number of grids in the adjacent section to determine the tunnel structure deformation parameters.

[0202] Among them, the tunnel structure deformation parameters in this step are the same as those in step S600, and are calculated by the processing terminal according to the adjacent section distance, grid size, contour section number, and the number of grids in the adjacent section. The specific calculation formula is:

[0203] ,

[0204] Among them, is the tunnel structure deformation parameter, is the contour section number, and are the number of grids in the adjacent section, is the grid size, is the adjacent section distance.

[0205] Based on the same inventive concept, an embodiment of the present application provides a shield tunnel seismic resilience evaluation system, including:

[0206] An acquisition module for acquiring tunnel disease parameters, tunnel design parameters, geological exploration parameters, wave source boundary distances, model material parameters, simulated vibration values, recovery curves, profile section numbers, and the number of adjacent section grids;

[0207] A memory for storing a program of a seismic resilience evaluation method for shield tunnels;

[0208] A processor, and the program in the memory can be loaded and executed by the processor to implement a seismic resilience evaluation method for shield tunnels.

[0209] Those skilled in the art can clearly understand that for the convenience and simplicity of description, only the above division of each functional module is used as an example. In actual applications, the above functions can be allocated to different functional modules as needed, that is, the internal structure of the device is divided into different functional modules to complete all or part of the functions described above. The specific working processes of the systems, devices, and units described above can refer to the corresponding processes in the foregoing method embodiments and will not be elaborated herein.

[0210] An embodiment of the present application provides a computer-readable storage medium storing a computer program that can be loaded and executed by a processor to implement a seismic resilience evaluation method for shield tunnels.

[0211] Computer storage media include, for example, various media that can store program codes such as USB flash drives, mobile hard disks, read-only memories (ROMs), random access memories (RAMs), magnetic disks, or optical discs.

[0212] Based on the same inventive concept, an embodiment of the present application provides an intelligent terminal including a memory and a processor, and a computer program that can be loaded and executed by the processor to implement a seismic resilience evaluation method for shield tunnels is stored on the memory.

[0213] Those skilled in the art can clearly understand that for the convenience and simplicity of description, only the above division of each functional module is used as an example. In actual applications, the above functions can be allocated to different functional modules as needed, that is, the internal structure of the device is divided into different functional modules to complete all or part of the functions described above. The specific working processes of the systems, devices, and units described above can refer to the corresponding processes in the foregoing method embodiments and will not be elaborated herein.

[0214] The above are all preferred embodiments of the present application, and do not limit the protection scope of the present application accordingly. Any feature disclosed in this specification (including the abstract and drawings), unless specifically described, can be replaced by other equivalent or similar-purpose alternative features. That is, unless specifically described, each feature is only an example of a series of equivalent or similar features.

Claims

1. A shield tunnel seismic toughness assessment method, characterized in that: include: Obtain tunnel disease parameters and tunnel design parameters of shield tunnels; A three-dimensional seismic time history analysis model for shield tunnels is established based on tunnel disease parameters and tunnel design parameters; The seismic toughness of the shield tunnel is evaluated based on the three-dimensional seismic time history analysis model to determine the tunnel toughness coefficient of the shield tunnel; Determine the tunnel toughness assessment result according to the tunnel toughness coefficient and the preset toughness assessment standard; Determine the tunnel toughness recovery method based on the tunnel toughness assessment results and the preset toughness recovery relationship; Correlate and output tunnel resilience assessment results and tunnel resilience restoration methods; The steps of evaluating the seismic toughness of the shield tunnel according to the three-dimensional seismic time history analysis model to determine the tunnel toughness coefficient of the shield tunnel include: controlling the three-dimensional seismic time history analysis model to perform numerical simulation to determine the damage curve; analyzing the damage curve and the preset ideal toughness curve to determine the damage residual toughness; obtaining the recovery curve; analyzing the recovery curve and the ideal toughness curve to determine the recovery residual toughness; analyzing the damage residual toughness and the recovery residual toughness to determine the tunnel toughness coefficient; The steps of controlling the three-dimensional seismic time history analysis model for numerical simulation to determine the damage curve include: controlling the three-dimensional seismic time history analysis model for numerical simulation to determine the tunnel structure deformation parameters, the segment damage state parameters and the joint mechanical response parameters; analyzing the tunnel structure deformation parameters, the segment damage state parameters and the joint mechanical response parameters to determine the parameter matrix; analyzing the parameter matrix, the preset index unacceptable value and the preset index satisfactory value to determine the index efficiency coefficient; analyzing the index efficiency coefficient and the preset index weight coefficient to determine the damage curve.

2. A shield tunnel seismic toughness assessment method according to claim 1, characterized in that: The steps of establishing a 3D seismic time history analysis model for a shield tunnel based on tunnel disease parameters and tunnel design parameters include: Create a 3D tunnel model of the shield tunnel based on tunnel design parameters; The material properties of the three-dimensional tunnel model are defined according to the preset model mechanical parameters to generate an ideal tunnel model; Setting boundary conditions for the ideal tunnel model according to a preset boundary setting method to generate a simulated tunnel model; Defects are added to the simulated tunnel model according to the tunnel defect parameters, and preset seismic waves are input to generate a three-dimensional seismic time history analysis model.

3. A shield tunnel seismic toughness assessment method according to claim 2, characterized in that: The steps of setting boundary conditions for the ideal tunnel model according to a preset boundary setting method to generate a simulated tunnel model include: Obtain geological survey parameters; Analyze geological survey parameters to determine P-wave velocity, S-wave velocity and surrounding rock shear modulus; Analyze geological survey parameters, P-wave velocity and S-wave velocity to determine damping coefficient; Get the distance from the wave source boundary; The wave source boundary distance, surrounding rock shear modulus and preset correction coefficient are analyzed to determine the spring stiffness; Boundaries are set on the ideal tunnel model according to the damping coefficient and spring stiffness to generate a simulated tunnel model.

4. A shield tunnel seismic toughness assessment method according to claim 2, characterized in that: After generating the 3D seismic time history analysis model, the model verification step is also included. The specific steps include: Obtain model material parameters of a three-dimensional seismic time history analysis model; Determine whether the model material parameters meet the requirements of the preset shield tunnel loading test parameters; If not, the model material parameters are adjusted according to the shield tunnel loading test parameters until the model material parameters meet the requirements of the shield tunnel loading test parameters; If it meets the requirements, the preset verification wave is input into the three-dimensional seismic time history analysis model, and the simulated vibration value of the preset monitoring point is obtained; Determine whether the simulated vibration value meets the requirements of the preset theoretical vibration value; If it does not meet the requirements, the preset unreasonable boundary information will be output as a prompt; If it meets the requirements, the preset model correct information will be output as a prompt.

5. A shield tunnel seismic toughness assessment method according to claim 1, characterized in that: The steps of controlling the three-dimensional seismic time history analysis model to perform numerical simulation to determine the deformation parameters of the tunnel structure include: Control the 3D seismic time history analysis model to conduct numerical simulation to determine the distance between adjacent sections and the grid size; Get the profile section number and the number of adjacent section grids; The adjacent section distance, mesh size, profile section number and number of adjacent section meshes are analyzed to determine the deformation parameters of the tunnel structure.

6. A shield tunnel seismic toughness assessment system, characterized in that: include: An acquisition module is used to obtain tunnel disease parameters and tunnel design parameters; A memory for storing a program of a shield tunnel seismic toughness assessment method according to any one of claims 1 to 5; The program in the processor memory can be loaded and executed by the processor to implement a shield tunnel seismic toughness assessment method as described in any one of claims 1 to 5.

7. An intelligent terminal, characterized in that: The method comprises a memory and a processor, wherein the memory stores a computer program which can be loaded by the processor and executes a method for evaluating the seismic toughness of a shield tunnel as described in any one of claims 1 to 5.

8. A computer-readable storage medium, characterized in that: A computer program is stored which can be loaded by a processor and execute a method for evaluating the seismic toughness of a shield tunnel as claimed in any one of claims 1 to 5.

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