Shield tunnel anti-seismic toughness evaluation method and system, terminal and storage medium

Abstract

The invention relates to a shield tunnel anti-seismic toughness evaluation method and system, a terminal and a storage medium, and relates to the technical field of tunnel engineering.The shield tunnel anti-seismic toughness evaluation method comprises the steps that tunnel disease parameters and tunnel design parameters of a shield tunnel are obtained; establishing a three-dimensional earthquake time history analysis model of the shield tunnel according to the tunnel disease parameters and the tunnel design parameters; evaluating the anti-seismic toughness of the shield tunnel according to the three-dimensional earthquake time history analysis model to determine a tunnel toughness coefficient of the shield tunnel; determining a tunnel toughness evaluation result according to the tunnel toughness coefficient and a preset toughness evaluation standard; determining a tunnel toughness recovery method according to the tunnel toughness evaluation result and a preset toughness recovery relationship; and associating and outputting a tunnel toughness evaluation result and a tunnel toughness recovery method. The method has the effect of improving the accuracy of the toughness evaluation of the shield tunnel.

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 toughness of a shield tunnel. Background Art

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

[0003] In related technologies, for shield tunnels, the use of segmented pipes connected as a whole by bolts can be regarded as an important guarantee for the long-term safe operation of underground structures. Therefore, scholars use the emerging toughness theory to conduct safety evaluation of shield tunnels in good service conditions, thereby determining the toughness of the overall shield tunnel.

[0004] Regarding the above-mentioned related technologies, many shield tunnels have shown a large number of apparent defects in daily operation, such as cracking, spalling and even local collapse, which seriously reduces the bearing capacity and durability of the tunnel structure. The discontinuous contact at the interface between the shield tunnel and the stratum is also considered to be an important cause of various shield tunnel diseases. Only evaluating the toughness of shield tunnels in good service status will ignore the objective influences on the shield tunnel in the actual operating environment, resulting in low accuracy in the toughness assessment of the shield tunnel, and there is still room for improvement. Summary of the invention

[0005] In order to improve the accuracy of shield tunnel toughness assessment, the present application provides a shield tunnel seismic toughness assessment method, system, terminal and storage medium.

[0006] In a first aspect, the present application provides a shield tunnel seismic toughness assessment method, which adopts the following technical solution: A shield tunnel seismic toughness assessment method, comprising: 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 toughness assessment results and tunnel toughness restoration methods.

[0007] By adopting the above technical scheme, a three-dimensional seismic time-history analysis model that meets the actual operating environment of the shield tunnel is established according to the tunnel disease parameters and the tunnel design parameters. The three-dimensional seismic time-history analysis model is used to perform numerical simulation on the actual shield tunnel based on the modeling of the shield tunnel, so as to determine the tunnel toughness coefficient of the shield tunnel, and find the tunnel toughness assessment result in the toughness assessment standard based on the tunnel toughness coefficient, and then find the tunnel toughness recovery method in the toughness recovery relationship based on the tunnel toughness assessment result, rather than just taking the shield tunnel in good service status as the toughness research target, thereby improving the accuracy of the toughness assessment of the shield tunnel.

[0008] Optionally, the steps of establishing a three-dimensional seismic time history analysis model of a shield tunnel according to 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.

[0009] By adopting the above technical scheme, a three-dimensional tunnel model of the shield tunnel is created according to the tunnel design parameters, and then the material properties, boundary settings and damage parameters of the three-dimensional tunnel model are defined in turn, so that the constructed three-dimensional seismic time-history analysis model can conform to the actual operating environment of the shield tunnel, thereby improving the accuracy of the three-dimensional seismic time-history analysis model.

[0010] Optionally, the step of setting boundary conditions for the ideal tunnel model according to a preset boundary setting method to generate a simulated tunnel model includes: 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.

[0011] By adopting the above technical scheme, the boundary of the ideal tunnel model is set according to the damping coefficient and the spring stiffness, so as to simulate the infinite domain conditions of the actual engineering scope, and make the artificially set boundary absorb the wave energy propagating outward, reduce the influence of the reflected wave on the calculation results, and thus improve the accuracy of the three-dimensional seismic time history analysis model.

[0012] Optionally, after generating the three-dimensional seismic time history analysis model, a model verification step is also included, and 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.

[0013] By adopting the above technical scheme, the model material parameters are compared with the shield tunnel loading test parameters. When the two are different, the model material parameters are adjusted until they are the same, thereby improving the rationality of the model material parameters. The verification wave is then input into the three-dimensional seismic time-history analysis model, and the simulated vibration values ​​are compared to see whether they are consistent with the theoretical vibration values, thereby verifying whether the boundary setting is reasonable, thereby improving the accuracy of the three-dimensional seismic time-history analysis model.

[0014] Optionally, the step 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 includes: Control the 3D earthquake time history analysis model to perform numerical simulations to determine the damage curve; Analyze the damage curve and the preset ideal toughness curve to determine the damage residual toughness; Get the recovery curve; The recovery curve and the ideal toughness curve are analyzed to determine the recovery residual toughness; The damage residual toughness and recovery residual toughness are analyzed to determine the tunnel toughness coefficient.

[0015] By adopting the above technical scheme, the three-dimensional seismic time-history analysis model is controlled to perform numerical simulation, so as to determine the damage curve of the damage stage, determine the damage residual toughness based on the damage curve and the ideal toughness curve, and then determine the tunnel toughness coefficient based on the damage residual toughness and the recovery residual toughness. In this way, the toughness coefficient of the shield tunnel is calculated based on the simulated numerical values ​​of the actual shield tunnel, thereby improving the accuracy of the determined tunnel toughness coefficient.

[0016] Optionally, the steps of controlling the three-dimensional seismic time history analysis model to perform numerical simulation to determine the damage curve include: Control the 3D seismic time history analysis model to conduct numerical simulation to determine the tunnel structure deformation parameters, segment damage state parameters and joint mechanical response parameters; Analyze the tunnel structure deformation parameters, segment damage state parameters and joint mechanical response parameters to determine the parameter matrix; Analyze the parameter matrix, the preset indicator unacceptable value and the preset indicator satisfactory value to determine the indicator ergonomic coefficient; The indicator ergonomic coefficient and the preset indicator weight coefficient are analyzed to determine the damage curve.

[0017] By adopting the above technical scheme, the damage curve is determined according to the deformation parameters of the tunnel structure, the damage state parameters of the segment and the mechanical response parameters of the joint as toughness evaluation parameters, thereby considering the factors that may affect the toughness of the shield tunnel in the actual shield tunnel, thereby improving the accuracy of the determined damage curve.

[0018] Optionally, the step of controlling the three-dimensional seismic time history analysis model to perform numerical simulation to determine the deformation parameters of the tunnel structure includes: 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.

[0019] By adopting the above technical scheme, the volume change of a single unit is calculated according to the change of the distance between adjacent sections and the grid size, and then the volume change of the entire shield tunnel is calculated in combination with the contour section number and the number of adjacent section grids, so as to determine the deformation parameters of the tunnel structure, thereby improving the accuracy and convenience of determining the deformation parameters of the tunnel structure.

[0020] In the second aspect, the present application provides a shield tunnel seismic toughness assessment system, which adopts the following technical solution: A shield tunnel seismic toughness assessment system, comprising: 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 as described in any one of the above items; 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 the above items.

[0021] By adopting the above technical scheme, the processor loads and executes a program of a shield tunnel seismic toughness assessment method stored in the memory, so that the acquisition module obtains a series of data related to the shield tunnel seismic toughness assessment, thereby establishing a three-dimensional seismic time-history analysis model that meets the actual operating environment of the shield tunnel according to the tunnel disease parameters and the tunnel design parameters, and using the three-dimensional seismic time-history analysis model to perform numerical simulation on the modeling of the actual shield tunnel, so as to determine the tunnel toughness coefficient of the shield tunnel, and find the tunnel toughness assessment result in the toughness assessment standard according to the tunnel toughness coefficient, and then find the tunnel toughness recovery method in the toughness recovery relationship according to the tunnel toughness assessment result, instead of just taking the shield tunnel in good service status as the toughness research target, thereby improving the accuracy of the shield tunnel toughness assessment.

[0022] In a third aspect, the present application provides a smart terminal, which adopts the following technical solution: An intelligent terminal comprises a memory and a processor, wherein the memory stores a computer program which can be loaded by the processor and executes a shield tunnel seismic toughness assessment method as described in any one of the above items.

[0023] By adopting the above technical scheme, by operating the intelligent terminal, the processor is made to load and execute a computer program of a shield tunnel seismic toughness assessment method stored in the memory, so as to establish a three-dimensional seismic time-history analysis model that meets the actual operating environment of the shield tunnel according to the tunnel disease parameters and the tunnel design parameters, and the three-dimensional seismic time-history analysis model is used to perform numerical simulation on the modeling of the actual shield tunnel, so as to determine the tunnel toughness coefficient of the shield tunnel, and find the tunnel toughness assessment result in the toughness assessment standard according to the tunnel toughness coefficient, and then find the tunnel toughness recovery method in the toughness recovery relationship according to the tunnel toughness assessment result, instead of just taking the shield tunnel in good service status as the toughness research target, thereby improving the accuracy of the shield tunnel toughness assessment.

[0024] In a fourth aspect, the present application provides a computer storage medium capable of storing a corresponding program, which is convenient for improving the accuracy of shield tunnel toughness assessment, and adopts the following technical solution: A computer-readable storage medium stores a computer program that can be loaded by a processor and execute any of the above-mentioned shield tunnel seismic toughness assessment methods.

[0025] By adopting the above technical scheme, a computer program of a shield tunnel seismic toughness assessment method is stored in a computer-readable storage medium, so that a processor loads and executes the computer program in the storage medium, thereby establishing a three-dimensional seismic time-history analysis model that meets the actual operating environment of the shield tunnel according to tunnel disease parameters and tunnel design parameters, and performing numerical simulation on the actual shield tunnel based on the three-dimensional seismic time-history analysis model to determine the tunnel toughness coefficient of the shield tunnel, and finding the tunnel toughness assessment result in the toughness assessment standard according to the tunnel toughness coefficient, and then finding the tunnel toughness recovery method in the toughness recovery relationship according to the tunnel toughness assessment result, instead of just taking the shield tunnel in good service status as the toughness research target, thereby improving the accuracy of the shield tunnel toughness assessment.

[0026] In summary, the present application includes at least one of the following beneficial technical effects: By establishing a three-dimensional seismic time-history analysis model that meets the actual operating environment of the shield tunnel based on the tunnel disease parameters and tunnel design parameters, and using the three-dimensional seismic time-history analysis model to perform numerical simulation based on the modeling of the actual shield tunnel, the tunnel toughness coefficient of the shield tunnel is determined, and the tunnel toughness evaluation result is found in the toughness evaluation standard based on the tunnel toughness coefficient, and the tunnel toughness recovery method is found in the toughness recovery relationship based on the tunnel toughness evaluation result, rather than just taking the shield tunnel in good service status as the toughness research target, thereby improving the accuracy of the shield tunnel toughness evaluation; By creating a 3D tunnel model of the shield tunnel according to the tunnel design parameters, and then defining the material properties, setting the boundaries, and adding the disease parameters to the 3D tunnel model, the constructed 3D seismic time history analysis model can meet the actual operating environment of the shield tunnel, thereby improving the accuracy of the 3D seismic time history analysis model; By comparing the model material parameters with the shield tunnel loading test parameters, the model material parameters are adjusted until they are the same when they are different, thereby improving the rationality of the model material parameters. The verification wave is then input into the three-dimensional seismic time-history analysis model, and the simulated vibration values ​​are compared to see whether they are consistent with the theoretical vibration values, thereby verifying whether the boundary setting is reasonable, thereby improving the accuracy of the three-dimensional seismic time-history analysis model. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 It is a flow chart of a method for evaluating the seismic toughness of a shield tunnel in an embodiment of the present application.

[0028] Figure 2 It is a flow chart of the steps of 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.

[0029] Figure 3It is a flowchart of the steps of 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.

[0030] Figure 4 It is a flow chart of the model verification step in the embodiment of the present application.

[0031] Figure 5 It is a flow chart of the steps of evaluating the seismic toughness of a shield tunnel according to a three-dimensional seismic time history analysis model in an embodiment of the present application to determine the tunnel toughness coefficient of the shield tunnel.

[0032] Figure 6 It is a flow chart of the steps of 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.

[0033] Figure 7 It is a flow chart of the steps of controlling a three-dimensional seismic time history analysis model to perform numerical simulation to determine deformation parameters of a tunnel structure in an embodiment of the present application. DETAILED DESCRIPTION

[0034] In order to make the purpose, technical solutions and advantages of this application more clear, the following Figure 1-Figure 7 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.

[0035] The embodiment of the present application discloses a method for evaluating the seismic toughness of a shield tunnel, and specifically 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 that the three-dimensional seismic time-history analysis model is numerically simulated, the tunnel toughness coefficient of the shield tunnel is calculated, and the tunnel toughness assessment result is determined according to the tunnel toughness coefficient and the toughness assessment standard, and then the tunnel toughness recovery method is determined according to the tunnel toughness assessment result and the toughness recovery relationship, and the tunnel toughness assessment result and the tunnel toughness recovery method are correlated and output, so as to simulate and calculate the toughness of the actual shield tunnel based on the actual operating environment of the shield tunnel, instead of only taking the shield tunnel in good service condition as the research object, thereby improving the accuracy of the shield tunnel toughness assessment.

[0036] Reference Figure 1 The present application embodiment discloses a method for evaluating the seismic toughness of a shield tunnel, comprising the following steps: Step S100: Obtain tunnel disease parameters and tunnel design parameters of the shield tunnel.

[0037] Among them, tunnel defect parameters refer to the actual defect size, location and other information of the shield tunnel. The operators survey the actual shield tunnel defects and fit the normal distribution for statistics, so as to determine the typical defect distribution to reflect the actual situation of the project.

[0038] Tunnel design parameters refer to the design parameters of the shield tunnel, including the size of the shield tunnel, segment angle, segment width and geological type, which are obtained through survey and reference to design data.

[0039] Step S101: establishing a three-dimensional seismic time-history analysis model of a shield tunnel according to tunnel disease parameters and tunnel design parameters.

[0040] The 3D seismic time history analysis model is a model used to evaluate the response of shield tunnels under earthquakes. It is established based on tunnel disease parameters and tunnel design parameters. The specific method is referred to in Figure 2 steps, thereby ensuring that the research object of the 3D seismic time-history analysis model is the shield tunnel in actual operation rather than the shield tunnel in an ideal environment, thereby improving the accuracy of the 3D seismic time-history analysis model.

[0041] Step S102: Evaluate 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.

[0042] The tunnel toughness coefficient refers to the coefficient value indicating the current toughness level of the shield tunnel. The coefficient ranges from 0 to 1. The larger the coefficient, the higher the toughness. It is obtained by numerically simulating the three-dimensional seismic time history analysis model and analyzing and calculating the seismic toughness of the shield tunnel. The specific method is referred to Figure 5 steps.

[0043] Step S103: Determine a tunnel toughness assessment result according to the tunnel toughness coefficient and a preset toughness assessment standard.

[0044] Among them, the toughness assessment standard refers to the correspondence between different toughness coefficients and toughness assessment results. For example, if the toughness coefficient is 0.9 to 1.0, the toughness assessment result is high toughness; if the toughness coefficient is 0.7 to 0.9, the toughness assessment result is medium toughness; if the toughness coefficient is 0.5 to 0.7, the toughness assessment result is low toughness; if the toughness coefficient is 0.0 to 0.5, the toughness assessment result is extremely low toughness. The operator will form a mapping table by one-to-one correspondence between the toughness coefficients and the toughness assessment results.

[0045] The tunnel toughness assessment result refers to the assessment result of the tunnel toughness, which is obtained by the processing terminal or the operator by searching in the mapping table corresponding to the toughness assessment standard according to the tunnel toughness coefficient.

[0046] Step S104: Determine a tunnel toughness recovery method according to the tunnel toughness assessment result and a preset toughness recovery relationship.

[0047] Among them, the toughness recovery relationship refers to the correspondence between the toughness assessment result and the recovery method. For example, if the toughness assessment 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; if the toughness assessment 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; if the toughness assessment result is low toughness, the recovery method is to replace the damaged segment, grouting a large area of ​​the formation, the toughness coefficient is restored to 0.7, and the recovery time is 210 days; if the toughness assessment result is extremely low toughness, the recovery method is irreversible, and the operator will form a mapping table by matching the toughness assessment results and recovery methods one by one.

[0048] The tunnel toughness recovery method refers to a method for recovering the current toughness of a shield tunnel, which is obtained by searching in a mapping table corresponding to the toughness recovery relationship according to the tunnel toughness assessment result by the processing terminal or the operator.

[0049] Step S105: Associating and outputting the tunnel toughness assessment result and the tunnel toughness recovery method.

[0050] Among them, after determining the tunnel toughness assessment results and the tunnel toughness recovery method, the two are added to the same table for output, so that the operator can intuitively see the tunnel toughness and recovery method of the shield tunnel in the earthquake simulation.

[0051] Reference Figure 2 The steps of establishing a three-dimensional seismic time history analysis model of a shield tunnel based on tunnel disease parameters and tunnel design parameters include: Step S200: creating a three-dimensional tunnel model of the shield tunnel according to tunnel design parameters.

[0052] Among them, the three-dimensional tunnel model refers to a finite element model established according to the design parameters of the tunnel, which is modeled by the operator in the finite element software based on the size, segment angle, segment width and geological type of the shield tunnel corresponding to the tunnel design parameters.

[0053] Step S201: defining material properties of a three-dimensional tunnel model according to preset model mechanical parameters to generate an ideal tunnel model.

[0054] Among them, the model mechanical parameters refer to the parameters used to define the material properties in the model, including the density, elastic modulus, Poisson's ratio, shear strength and other parameters of the lining and surrounding rock, which are obtained by the operator through surveying the material parameters of the actual shield tunnel.

[0055] The ideal tunnel model refers to the model of a shield tunnel without toughness influencing factors, which is obtained by the operator defining the mechanical properties of the materials in the three-dimensional tunnel model using model mechanical parameters in the finite element software.

[0056] Step S202: setting boundary conditions for the ideal tunnel model according to a preset boundary setting method to generate a simulated tunnel model.

[0057] The boundary setting method refers to the method of artificially setting boundaries on the ideal tunnel model to simulate the infinite domain. For specific methods, refer to Figure 3 steps.

[0058] The simulated tunnel model refers to the model obtained after setting the boundary of the ideal tunnel model. The operator sets the boundary of the ideal tunnel model according to the boundary setting method. For specific methods, refer to Figure 3 steps.

[0059] Step S203: Adding defects to the simulated tunnel model according to the tunnel defect parameters, and inputting preset seismic waves to generate a three-dimensional seismic time history analysis model.

[0060] Among them, after determining the simulated tunnel model, the disease model is added to the simulated tunnel model according to the tunnel disease parameters. For diseases in specific locations, such as lining cracks or damage at joints, special units or material properties are set in this area to simulate their mechanical behavior; for diseases that affect the stability of the overall structure, such as large-scale corrosion or severe stratum settlement, it is necessary to adjust the boundary conditions or load distribution of the model, so that the simulated tunnel model simulates the disease problems that will occur in the actual shield tunnel, further improving the accuracy of the model, and finally inputting seismic waves into the model after adding disease parameters, so that the model responds to seismic waves and obtains a three-dimensional seismic time history analysis model. In addition, for tunnels in a mountain environment, 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.

[0061] Seismic waves refer to parameters input into the model for simulating measured seismic waves. In the embodiment of the present application, seismic waves are input in the form of shear waves.

[0062] Reference Figure 3 The step of setting boundary conditions for the ideal tunnel model according to a preset boundary setting method to generate a simulated tunnel model includes: Step S300: Acquire geological survey parameters.

[0063] Among them, geological survey parameters refer to geological parameters obtained after surveying the actual shield tunnel, including Poisson's ratio, stratum elastic modulus, medium density and Lame constant, etc. The geological survey parameters are obtained by the operator after surveying the actual shield tunnel and input into the processing terminal for call.

[0064] Step S301: Analyze geological survey parameters to determine longitudinal wave velocity, shear wave velocity and surrounding rock shear modulus.

[0065] Among them, the longitudinal wave velocity refers to the speed of longitudinal wave propagation in seismic waves, which is calculated by the processing terminal based on geological survey parameters. The specific calculation formula is: , in, is the longitudinal wave velocity, is the medium density, is Poisson's ratio, is the formation elastic modulus, and is the Lame constant. Both 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.

[0066] Shear wave velocity refers to the velocity of the shear wave in the seismic wave, which is calculated by the processing terminal based on the geological survey parameters. The specific calculation formula is: , in, is the shear wave velocity, is the medium density, is Poisson's ratio, is the formation elastic modulus, and is the Lame constant.

[0067] The shear modulus of surrounding rock refers to a physical quantity that measures the material's ability to resist shear deformation. The unit is Pascal and is calculated by the processing terminal based on geological survey parameters. The specific calculation formula is: , in, is the shear modulus of surrounding rock, is the formation elastic modulus, is the Lame constant.

[0068] Step S302: Analyze the geological survey parameters, longitudinal wave velocity and shear wave velocity to determine the damping coefficient.

[0069] The damping coefficient refers to the damping coefficient of the damper in the artificially set boundary, including the normal damping coefficient and the tangential damping coefficient of the damper, which is calculated by the processing terminal according to the geological survey parameters, longitudinal wave velocity and shear wave velocity. The specific calculation formula is: , , in, 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.

[0070] Step S303: Obtain the wave source boundary distance.

[0071] 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.

[0072] Step S304: Analyze the wave source boundary distance, surrounding rock shear modulus and preset correction coefficient to determine the spring stiffness.

[0073] Among them, the correction coefficient refers to the correction coefficient of the artificial viscoelastic boundary in the normal direction and the tangential direction. In the embodiment 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.

[0074] Spring stiffness refers to the stiffness of the spring in the artificially set boundary, which is calculated by the processing terminal according to the wave source boundary distance, surrounding rock shear modulus and correction coefficient. The specific calculation formula is: , , in, is the normal stiffness of the spring, is the tangential stiffness of the spring, is the shear modulus of surrounding rock, is the distance from the wave source boundary, is the normal correction coefficient, is the tangential correction factor.

[0075] Step S305: setting boundaries on the ideal tunnel model according to the damping coefficient and the spring stiffness to generate a simulated tunnel model.

[0076] After determining the damping coefficient and spring stiffness, the operator sets three-way springs and dampers at the grid nodes at the boundary of the ideal tunnel model on the finite element software according to the damping coefficient and spring stiffness to form an artificial viscoelastic boundary, thereby obtaining a simulated tunnel model, in which the spring provides the model with stratum elastic resistance and the damper absorbs seismic fluctuations propagating to the boundary.

[0077] Reference Figure 4 , after generating the 3D seismic time history analysis model, it also includes the model verification step, the specific steps include: Step S400: obtaining model material parameters of the three-dimensional seismic time history analysis model.

[0078] Among them, the model material parameters refer to the parameters such as the size, segment angle, segment width and geological type of the shield tunnel used in modeling the three-dimensional seismic time-history analysis model, which are obtained by calling the processing terminal.

[0079] Step S401: Determine whether the model material parameters meet the requirements of preset shield tunnel loading test parameters.

[0080] Among them, the shield tunnel loading test parameters refer to the material parameters determined by loading tests on a full-size shield tunnel of the same size as 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 the consistency with the shield tunnel loading test parameters.

[0081] 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 3D seismic time history analysis model are reasonable.

[0082] Step S4011: 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.

[0083] Among them, if the processing terminal determines that the model material parameters are inconsistent with the shield tunnel loading test parameters, it means that the material parameter settings of the three-dimensional seismic time-history analysis model are unreasonable. Therefore, the unreasonable parameters in the model material parameters are adjusted 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.

[0084] Step S4012: If it is in compliance, 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.

[0085] Among them, if the processing terminal determines that the model material parameters are consistent with the shield tunnel loading test parameters, it means that the material parameter settings of the 3D seismic time-history analysis model are reasonable. Therefore, a verification wave is input along the X direction at the bottom of the 3D seismic time-history analysis model, and the simulated vibration values ​​of the monitoring points are detected to provide data support for the subsequent determination of the rationality of the boundary setting.

[0086] The verification wave refers to a waveform used to verify whether the boundary setting of the three-dimensional seismic time history analysis model is reasonable. In the embodiment of the present application, a single pulse shear wave with a time of 0.5 seconds is used, and the specific displacement expression is: , in, To verify the wave, For time.

[0087] The monitoring point refers to the location in the model used to detect the model's response to the verification wave, which is selected and determined by the operator in the 3D 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.

[0088] Step S402: determining whether the simulated vibration value meets the requirement of the preset theoretical vibration value.

[0089] The theoretical vibration value refers to the vibration value of the model caused by the verification wave when the boundary setting is reasonable, and the requirement for the theoretical vibration value refers to the consistency with the theoretical vibration value.

[0090] The processing terminal determines whether the simulated vibration value is consistent with the theoretical vibration value, thereby determining whether the boundary of the three-dimensional seismic time history analysis model is set reasonably.

[0091] Step S4021: If not, output preset unreasonable boundary information as a prompt.

[0092] Among them, if the processing terminal determines that the simulated vibration value is inconsistent with the theoretical vibration value, it means that the model boundary setting is unreasonable. Therefore, the unreasonable boundary information is output as a prompt, and the relevant parameters for adjusting the boundary are determined according to the difference in vibration values, such as increasing the damping coefficient, changing the boundary layer thickness, etc.

[0093] Unreasonable boundary information refers to prompt information indicating that the model boundary setting is unreasonable, which can be in the form of text and voice.

[0094] Step S4022: If it meets the requirements, the preset model correct information is output as a prompt.

[0095] Among them, if the processing terminal determines that the simulated vibration value is consistent with the theoretical vibration value, it means that the model boundary setting is reasonable, so the correct information of the model is output for prompting, indicating that the material parameters and boundary settings of the model are reasonable.

[0096] Correct model information refers to information indicating that the material parameters and boundary settings of the three-dimensional seismic time history analysis model are reasonable, and can be in the form of text or voice.

[0097] Reference Figure 5 , 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: Step S500: controlling the three-dimensional seismic time history analysis model to perform numerical simulation to determine the damage curve.

[0098] Among them, the damage curve refers to the curve of the damage stage determined during the numerical simulation of the three-dimensional seismic time history analysis model. The three-dimensional seismic time history analysis model is controlled for numerical simulation, so that it goes through the three stages of operation, damage and recovery, and the curve of the damage stage and the partial toughness determination recovery curve are extracted for toughness assessment. The specific method is referred to Figure 6 steps, and the toughness during the operation stage is the ideal toughness, so it is not used as an indicator for seismic toughness assessment.

[0099] Step S501: Analyze the damage curve and the preset ideal toughness curve to determine the damage residual toughness.

[0100] Among them, the ideal toughness curve refers to the toughness curve of the shield tunnel under ideal conditions, which is actually a constant of 1.

[0101] Damage residual toughness refers to the residual toughness of the shield tunnel at the damage stage, which is calculated by the processing terminal based on the damage curve and the ideal toughness curve. The specific calculation formula is: , in, To damage the residual toughness, is the starting time of the seismic load on the shield tunnel, is the termination time of the seismic load on the shield tunnel, is the damage curve, It is the ideal toughness curve.

[0102] Step S502: Acquire a recovery curve.

[0103] 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 start and end of the seismic load. The specific formula is as follows: , in, is the recovery curve, is the termination time of the seismic load on the shield tunnel, For the moment when the earthquake ends, To restore the end time, and is a constant coefficient, through Moment and The resilience of the moment is determined.

[0104] Step S503: Analyze the recovery curve and the ideal toughness curve to determine the recovery of the residual toughness.

[0105] Among them, the recovery residual toughness refers to the residual toughness in the recovery stage, which is determined by the processing terminal after calculation based on the recovery curve and the ideal toughness curve. The specific calculation formula is: , in, To restore the remaining toughness, is the termination time of the seismic load on the shield tunnel, For the moment when the earthquake ends, is the recovery curve, It is the ideal toughness curve.

[0106] Step S504: Analyze the damage residual toughness and the recovery residual toughness to determine the tunnel toughness coefficient.

[0107] 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 based on the damage residual toughness and the recovery residual toughness. The specific calculation formula is: , in, is the tunnel toughness coefficient, To damage the residual toughness, To restore the remaining toughness, For the moment when the earthquake ends, is the starting time of the seismic load on the shield tunnel.

[0108] Reference Figure 6 , the steps of controlling the three-dimensional seismic time history analysis model to perform numerical simulation to determine the damage curve include: Step S600: Controlling the three-dimensional seismic time history analysis model to perform numerical simulation to determine tunnel structure deformation parameters, segment damage state parameters, and joint mechanical response parameters.

[0109] The tunnel structure deformation parameter refers to the volume change parameter of the shield tunnel. Considering that the segments in the hollow part mainly show a tendency to bend outward, which causes the radial expansion of the segments in this part, the inner contour volume of the tunnel is used to analyze the influence of the hollow part on the deformation of the tunnel structure. The three-dimensional coordinates of the grid nodes on the inner contour surface of the middle ring are obtained, and the inner contour of the tunnel is reconstructed using a two-dimensional positive direction grid. The boundary area is automatically encrypted, and the inner contour volume of the tunnel is counted to obtain the tunnel structure deformation parameter. The specific method is referred to Figure 7 steps.

[0110] The segment damage state parameter refers to the number of segment damages in the shield tunnel, which is obtained by the output of the three-dimensional seismic time history analysis model. The joint mechanical response parameter refers to the stress of the joint bolts, which is obtained by the output of the three-dimensional seismic time history analysis model.

[0111] Step S601: Analyze tunnel structure deformation parameters, segment damage state parameters, and joint mechanical response parameters to determine a parameter matrix.

[0112] The parameter matrix refers to the data matrix established according to the tunnel structure deformation parameters, segment damage state parameters and joint mechanical response parameters, as follows: , in, for Moment The data of the parameters, Each row in represents the tunnel structure deformation parameters, segment damage state parameters and joint mechanical response parameters at the same time.

[0113] Step S602: Analyze the parameter matrix, the preset indicator unacceptable value and the preset indicator satisfactory value to determine the indicator ergonomic coefficient.

[0114] Among them, the indicator impermissible value refers to the impermissible value of a certain indicator, and the indicator satisfactory value refers to the satisfactory value of a certain indicator. The satisfactory value and impermissible value of the three parameters are determined by the operator according to the shield tunnel design specifications.

[0115] The index efficiency coefficient refers to the coefficient that represents the influence of the three parameters on toughness. Since the three parameters are negative indicators, the larger the index value, the more unfavorable it is to toughness. The specific calculation formula is: , in, For the The indicators in The ergonomic coefficient of time, The indicator does not allow values. It is the satisfaction value of the indicator.

[0116] Step S603: Analyze the indicator ergonomic coefficient and the preset indicator weight coefficient to determine the damage curve.

[0117] Among them, the indicator weight coefficient refers to the normalized weight coefficient of a certain indicator at a certain moment. The weight is determined using a real-time weight judgment method based on a three-scale judgment matrix of (-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 using the root method.

[0118] The damage curve in this step is consistent with the damage curve in step S500, and is calculated by the processing terminal according to the index ergonomic coefficient and the index weight coefficient. The specific calculation formula is: , in, is the damage curve, For the The indicators in The ergonomic coefficient at the moment, that is, the index ergonomic coefficient, For the The indicators in The normalized weight coefficient at the moment, that is, the indicator weight coefficient.

[0119] Reference Figure 7 , 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: Step S700: Controlling the three-dimensional seismic time history analysis model to perform numerical simulation to determine the distance between adjacent sections and the grid size.

[0120] Among them, the distance between adjacent sections refers to the distance between adjacent sections, which is specifically expressed as the Z-direction size 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 meters. 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 are used to reconstruct the inner contour of the tunnel using a two-dimensional positive direction grid, which is identified after automatic encryption in the boundary area.

[0121] Step S701: Obtain the profile section number and the number of adjacent section grids.

[0122] The profile section number refers to the profile section number in the tunnel, which is set by the operator and input into the processing terminal. The number of adjacent section grids refers to the number of grids reconstructed in two adjacent sections, which is input into the processing terminal by the operator.

[0123] Step S702: Analyze the adjacent section distance, mesh size, profile section number and adjacent section mesh quantity to determine the tunnel structure deformation parameters.

[0124] The tunnel structure deformation parameters in this step are consistent with the tunnel structure deformation parameters in step S600, and are calculated by the processing terminal according to the adjacent section distance, grid size, profile section number and the number of adjacent section grids. The specific calculation formula is: , in, is the deformation parameter of the tunnel structure, Number the profile section. and is the number of adjacent cross-section grids, is the grid size, is the distance between adjacent sections.

[0125] Based on the same inventive concept, the embodiment of the present application provides a shield tunnel seismic toughness assessment system, comprising: An acquisition module is used to obtain tunnel disease parameters, tunnel design parameters, geological survey parameters, wave source boundary distance, model material parameters, simulated vibration values, recovery curves, profile section numbers, and adjacent section grid numbers; A memory for storing a program of a shield tunnel seismic toughness assessment method; The program in the memory can be loaded and executed by the processor to implement a method for evaluating the seismic toughness of a shield tunnel.

[0126] Those skilled in the art can clearly understand that for the convenience and simplicity of description, only the division of the above-mentioned functional modules is used as an example. In actual applications, the above-mentioned functions can be assigned 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 process of the system, device and unit described above can refer to the corresponding process in the aforementioned method embodiment, and will not be repeated here.

[0127] An embodiment of the present application provides a computer-readable storage medium storing a computer program that can be loaded by a processor and executed by a method for evaluating the seismic toughness of a shield tunnel.

[0128] Computer storage media include, for example, various media that can store program codes, such as USB flash drives, mobile hard disks, read-only memories (ROM), random access memories (RAM), magnetic disks or optical disks.

[0129] Based on the same inventive concept, an embodiment of the present application provides an intelligent terminal, including a memory and a processor, wherein the memory stores a computer program that can be loaded by the processor and execute a method for evaluating the seismic toughness of a shield tunnel.

[0130] Those skilled in the art can clearly understand that for the convenience and simplicity of description, only the division of the above-mentioned functional modules is used as an example. In actual applications, the above-mentioned functions can be assigned 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 process of the system, device and unit described above can refer to the corresponding process in the aforementioned method embodiment, and will not be repeated here.

[0131] The above are all preferred embodiments of the present application, and are not intended to limit the protection scope of the present application. Any feature disclosed in this specification (including the abstract and drawings), unless otherwise stated, can be replaced by other equivalent or alternative features with similar purposes. That is, unless otherwise stated, 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 toughness assessment results and tunnel toughness restoration methods.

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 evaluating the seismic toughness of a shield tunnel based on a three-dimensional seismic time history analysis model to determine the tunnel toughness coefficient of the shield tunnel include: Control the 3D earthquake time history analysis model to perform numerical simulations to determine the damage curve; Analyze the damage curve and the preset ideal toughness curve to determine the damage residual toughness; Get the recovery curve; The recovery curve and the ideal toughness curve are analyzed to determine the recovery residual toughness; The damage residual toughness and recovery residual toughness are analyzed to determine the tunnel toughness coefficient.

6. A shield tunnel seismic toughness assessment method according to claim 5, characterized in that: The steps of controlling the three-dimensional seismic time history analysis model to perform numerical simulation to determine the damage curve include: Control the 3D seismic time history analysis model to conduct numerical simulation to determine the tunnel structure deformation parameters, segment damage state parameters and joint mechanical response parameters; Analyze the tunnel structure deformation parameters, segment damage state parameters and joint mechanical response parameters to determine the parameter matrix; Analyze the parameter matrix, the preset indicator unacceptable value and the preset indicator satisfactory value to determine the indicator ergonomic coefficient; The indicator ergonomic coefficient and the preset indicator weight coefficient are analyzed to determine the damage curve.

7. 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.

8. 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 7; 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 7.

9. An intelligent terminal, characterized in that: The method comprises a memory and a processor, wherein the memory stores a computer program that 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 7.

10. 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 7.

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