Tunnel two-parameter safety evaluation index construction method based on dislocation and strong earthquake coupling

Abstract

The invention discloses a tunnel two-parameter safety evaluation index construction method based on dislocation and strong earthquake coupling, and belongs to the technical field of tunnel safety evaluation. The method comprises the steps that tunnel characteristic parameters and stratum rock-soil mechanical characteristic parameters are obtained, the fault dislocation size is determined, and seismic waves conforming to a standard spectrum are selected; establishing a multi-feature coupled nonlinear dynamic finite element numerical analysis model; on the basis of the fault dislocation size and the selected seismic wave, the nonlinear dynamic finite element numerical analysis model is adopted to calculate an incremental dynamic time history, and a dynamic response curve of the tunnel lining structure under the action of multiple disasters is obtained; establishing a tunnel two-parameter safety index function considering the coupling effect based on the tunnel radial convergence rate and the plastic strain; and determining an index damage state and threshold division based on the tunnel two-parameter safety index function and the lining response-structure performance curve, and taking the index damage state and threshold division as a tunnel two-parameter safety evaluation index.

Description

Technical Field

[0001] The invention belongs to the technical field of tunnel safety assessment and relates to a method for constructing a tunnel dual-parameter safety assessment index based on dislocation and strong earthquake coupling. Background Art

[0002] As a key component of urban transportation networks, tunnels play an increasingly important role in economic development and regional exchanges. However, the complex and changeable geological environment, as well as the sliding effect of some fault fracture zones and possible earthquake disasters, may cause serious damage to operating tunnels crossing these faults. In previous studies, domestic and foreign scholars mostly only considered the impact of a single disaster when evaluating the structural performance of tunnels under occasional disaster conditions. However, the dynamic disaster mechanism of tunnel structures under the coupling effect of fault slip and earthquake is more complex, and its damage mechanism and deformation evolution trend are still unclear. At present, most of the studies on the characterization of tunnel lining performance under multiple disasters such as existing fault slip and earthquake only consider the impact of a single seismic load, and are mostly based on strength theory, which is difficult to fully reflect the dynamic damage state and cumulative damage of the tunnel structure. In addition, in terms of the threshold division of safety assessment indicators, traditional tunnel structure seismic safety evaluation indicators are mostly qualitatively determined by expert surveys or empirical methods, ignoring the high uncertainty of the complex rock environment faced by tunnel structures crossing active faults, resulting in the inability to accurately evaluate the evolution law of tunnel structure safety performance.

[0003] In summary, although domestic and foreign scholars have made initial progress and applications in the tunnel safety evaluation index system under strong earthquakes, most existing studies have ignored the effects of strong earthquakes and dislocation coupling, the cumulative damage of tunnel linings, the energy evolution and the high uncertainty of complex rock mass environments on tunnel performance, which has led to the current inadequacies in the determination of railway tunnel structure seismic safety evaluation indicators and their thresholds. Given the gap between current research and actual needs, the lack of a reasonable safety evaluation index system will not be able to better characterize the safety performance of tunnel linings across faults, and will further lead to major safety hazards faced by tunnel operation assurance. Summary of the invention

[0004] The purpose of the present invention is to solve the technical problem that the determination of seismic safety evaluation indicators and thresholds of railway tunnel structures in the prior art mostly ignores the influence of strong earthquake and dislocation coupling, cumulative damage to tunnel lining, energy evolution and high uncertainty of complex rock environment, and to provide a method for constructing tunnel dual-parameter safety evaluation indicators based on dislocation and strong earthquake coupling.

[0005] In a first aspect, the present invention provides a method for constructing a dual-parameter safety evaluation index for a tunnel based on dislocation and strong earthquake coupling, comprising: Acquire tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, determine the size of tunnel fault dislocation based on the tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, and select seismic waves that meet the standard spectrum; Based on the tunnel characteristic parameters and the formation rock and soil mechanics characteristic parameters, a multi-characteristic coupled nonlinear dynamic finite element numerical analysis model is established; Based on the fault dislocation size and the selected seismic wave, the incremental dynamic time history is calculated by using the nonlinear dynamic finite element numerical analysis model, and the dynamic response curve of the tunnel lining structure under the action of multiple disasters is obtained based on the incremental dynamic time history; Based on the radial convergence rate and plastic strain of the tunnel, a dual-parameter safety index function of the tunnel considering the coupling effect is established; Based on the tunnel damage grade, the damage state table and the dynamic response curve, the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity is determined; based on the tunnel dual-parameter safety index function and the lining response-structural performance curve, the indicator damage state and threshold division are determined; the indicator damage state and threshold division are used as the tunnel dual-parameter safety evaluation index.

[0006] Further improvements are: After establishing the functional representation of the tunnel dual-parameter safety index, it is also necessary to conduct a comprehensive evaluation of the tunnel dual-parameter safety index, including discreteness evaluation and correlation evaluation.

[0007] The comprehensive evaluation of the tunnel dual-parameter safety index specifically includes: Based on the dynamic response curve of the tunnel lining structure under the multiple disasters, several peak ground accelerations are obtained. PGA A data set of tunnel structure safety index is used to obtain a logarithmic linear relationship function between the tunnel structure safety index and the peak ground acceleration; the tunnel structure safety index includes a tunnel dual parameter safety index, a traditional concrete plastic strain safety index and a traditional tunnel radial convergence safety index; the logarithmic linear relationship function between the tunnel structure safety index and the peak ground acceleration is shown in the following formula:

[0008] in, DM all represents the tunnel structure safety index; LN() is a logarithmic function; a , b is the fitting parameter for the peak ground acceleration PGA The log-linear regression analysis was carried out with relevant tunnel safety indicators; Through the logarithmic linear regression analysis function, the correlation and discreteness evaluation criteria of the tunnel safety index are obtained. The specific expression function of the correlation evaluation is as follows:

[0009] in, R 2 is the correlation index, n is the total number of data points, i For the i data points, y i represents the tunnel safety index obtained from the dynamic response analysis of numerical simulation; y i s represents the predicted value obtained by the tunnel log-linear relationship function; y i m Indicates all y i s The average of the values.

[0010] The specific expression function of discreteness evaluation is as follows:

[0011] in, β is the logarithmic standard deviation, N is the total number of data points, δ i For data points i Corresponding tunnel safety indicators.

[0012] The tunnel dual-parameter safety index function considering the coupling effect is established based on the tunnel radial convergence rate and plastic strain, specifically including:

[0013] in, DM is a two-parameter safety index function, P m is the current plastic strain, P u is the maximum plastic strain, θ m is the radial convergence rate of the current tunnel, θ u is the maximum tunnel radial convergence rate, α is the correction factor.

[0014] The plastic strain is calculated as follows:

[0015] in, P 总 is the total strain of concrete, P 弹 is the elastic strain of concrete.

[0016] The radial convergence rate of the tunnel is calculated as follows:

[0017] in, D 1 is the diameter of the tunnel after deformation, D is the diameter of the tunnel before deformation.

[0018] Based on the tunnel dual-parameter safety index function, the index damage state and threshold division are determined as follows: The tunnel dual-parameter safety index function is expressed as DM ; When 0≤DM<0.11, the tunnel is in an undamaged state; when 0.11≤DM<0.21, the tunnel is in a slightly damaged state; when 0.21≤DM<0.38, the tunnel is in a moderately damaged state; when 0.38≤DM<0.76, the tunnel is in a severely damaged state; when 0.76≤DM, the tunnel is in a collapsed state.

[0019] In a second aspect, the present invention provides a system for constructing a dual-parameter safety evaluation index for a tunnel based on dislocation and strong earthquake coupling, comprising: A parameter acquisition module, which acquires tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, determines the size of tunnel fault dislocation based on the tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, and selects seismic waves that meet the standard spectrum; A model building module, which builds a multi-characteristic coupled nonlinear dynamic finite element numerical analysis model based on the tunnel characteristic parameters and the formation rock and soil mechanics characteristic parameters; A curve generation module, based on the fault dislocation size and the selected seismic wave, and using the nonlinear dynamic finite element numerical analysis model to calculate the incremental dynamic time history, and obtain the dynamic response curve of the tunnel lining structure under the action of multiple disasters based on the incremental dynamic time history; Function building module, which builds a dual-parameter safety index function of the tunnel considering the coupling effect based on the radial convergence rate and plastic strain of the tunnel; The indicator construction module determines the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity based on the tunnel damage level, the damage state table and the dynamic response curve, determines the indicator damage state and threshold division based on the tunnel dual-parameter safety index function and the lining response-structural performance curve, and uses the indicator damage state and threshold division as the tunnel dual-parameter safety evaluation index.

[0020] In a third aspect, the present invention provides an electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein when the processor executes the computer program, the method for constructing a dual-parameter safety evaluation index for a tunnel based on the coupling of dislocation and strong earthquake is implemented.

[0021] In a fourth aspect, the present invention provides a computer-readable storage medium storing a computer program, which, when executed by a processor, implements the above-mentioned method for constructing a dual-parameter safety evaluation index for a tunnel based on the coupling of dislocation and strong earthquake.

[0022] Compared with the prior art, the present invention has the following beneficial effects: The present invention discloses a method for constructing a dual-parameter safety evaluation index of a tunnel based on coupling of dislocation and strong earthquake. The method establishes a multi-characteristic coupled nonlinear dynamic finite element numerical analysis model by comprehensively considering the characteristic parameters of the tunnel, the characteristic parameters of the formation rock and soil mechanics, the size of the fault dislocation and the influence of seismic waves. This comprehensive consideration method can more comprehensively reflect the real response state of the tunnel under complex geological environment and strong dynamic action, thereby significantly improving the accuracy and reliability of tunnel safety assessment. By calculating the incremental dynamic time history, the method can accurately simulate the dynamic response curve of the tunnel lining structure under the action of multiple disasters (fault dislocation and earthquake). This not only helps to deeply understand the dynamic behavior of the tunnel structure, but also provides accurate disaster prediction and early warning information for engineering practice, and provides a scientific basis for the maintenance management, reinforcement design and emergency plan formulation of the tunnel. The dual-parameter safety index function of the tunnel established based on the radial convergence rate and plastic strain of the tunnel is an innovative safety assessment tool. This index function fully considers the various damage modes of the tunnel lining structure under the action of coupled disasters, can more finely reflect the damage degree and safety state of the structure, and provides a new perspective and quantitative standard for tunnel safety assessment. The method also provides a systematic method and process for the construction of tunnel safety evaluation indicators by determining the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity, as well as the indicator damage state and threshold division based on the tunnel dual-parameter safety index function. This is not only convenient for engineering personnel to apply in actual projects, but also helps to promote the formulation and improvement of tunnel safety evaluation standards. In summary, this method fully considers the impact of multiple disasters such as strong earthquakes and dislocations on the dynamic response of the tunnel, and further takes into account the coupling effect of the overall damage of the lining and the regional damage characteristics, thereby improving the efficiency and accuracy of tunnel performance evaluation. By setting the tunnel dual-parameter safety index function, a multi-criteria comprehensive evaluation between the indicators of the present invention and the existing safety indicators is achieved to highlight the superiority of the indicators of the present invention. On this basis, the definition of lining damage in relevant specifications and the lining response and structural performance curves are used to complete the division of tunnel damage thresholds. This method has important practical significance for guiding the operational safety and post-disaster performance evaluation of tunnels crossing active faults. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for use in the embodiments are briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present invention and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without creative work.

[0024] Figure 1 It is a flow chart of a method for constructing a dual-parameter safety evaluation index of a tunnel based on coupling of dislocation and strong earthquake in the present invention; Figure 2 It is an analysis flow chart of a method for constructing a dual-parameter safety evaluation index of a tunnel based on the coupling of dislocation and strong earthquake in the present invention; Figure 3 A three-dimensional schematic diagram of a tunnel structure and site conditions according to an embodiment of the present invention; FIG4 (a) is a log-linear relationship function diagram of a tunnel dual-parameter safety index of an embodiment of a tunnel dual-parameter safety evaluation index construction method based on dislocation and strong earthquake coupling in the present invention; FIG4 (b) is a log-linear relationship function diagram of a plastic strain safety index of an embodiment of a tunnel dual-parameter safety evaluation index construction method based on dislocation and strong earthquake coupling in the present invention; FIG4 (c) is a log-linear relationship function diagram of a tunnel radial convergence rate safety index of an embodiment of a tunnel dual-parameter safety evaluation index construction method based on dislocation and strong earthquake coupling in the present invention; Figure 5 Schematic diagram of correlation evaluation of three tunnel structure safety indicators according to an embodiment of the present invention; Figure 6 Schematic diagram of discreteness evaluation of three tunnel structure safety indicators according to an embodiment of the present invention; Figure 7 It is a schematic diagram of the lining response-structural performance curve of the present invention; Figure 8 A module diagram of an electronic device provided in an embodiment of the present invention. DETAILED DESCRIPTION

[0025] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Generally, the components of the embodiments of the present invention described and shown in the drawings here can be arranged and designed in various different configurations.

[0026] Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the invention claimed for protection, but merely represents selected embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0027] It should be noted that similar reference numerals and letters denote similar items in the following drawings, and therefore, once an item is defined in one drawing, further definition and explanation thereof is not required in subsequent drawings.

[0028] The present invention is further described in detail below in conjunction with the accompanying drawings: See also Figure 1 The present invention discloses a method for constructing a dual-parameter safety evaluation index of a tunnel based on dislocation and strong earthquake coupling, comprising: S1, obtaining tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, determining the size of tunnel fault dislocation based on the tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters and selecting seismic waves that meet the standard spectrum; S2, establishing a multi-characteristic coupled nonlinear dynamic finite element numerical analysis model based on the tunnel characteristic parameters and the formation rock and soil mechanics characteristic parameters; S3, based on the fault dislocation size and the selected seismic wave, and using the nonlinear dynamic finite element numerical analysis model to calculate the incremental dynamic time history, and based on the incremental dynamic time history, obtain the dynamic response curve of the tunnel lining structure under the action of multiple disasters; S4, a dual-parameter safety index function of the tunnel considering the coupling effect is established based on the radial convergence rate and plastic strain of the tunnel; S5, based on the tunnel damage grade, the damage state table and the dynamic response curve, determine the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity, based on the tunnel dual-parameter safety index function and the lining response-structural performance curve, determine the indicator damage state and threshold division, and use the indicator damage state and threshold division as the tunnel dual-parameter safety evaluation index.

[0029] The present invention discloses a method for constructing a dual-parameter safety evaluation index of a tunnel based on coupling of dislocation and strong earthquake. The method establishes a multi-characteristic coupled nonlinear dynamic finite element numerical analysis model by comprehensively considering the characteristic parameters of the tunnel, the characteristic parameters of the formation rock and soil mechanics, the size of the fault dislocation and the influence of seismic waves. This comprehensive consideration method can more comprehensively reflect the real response state of the tunnel under complex geological environment and strong dynamic action, thereby significantly improving the accuracy and reliability of tunnel safety assessment. By calculating the incremental dynamic time history, the method can accurately simulate the dynamic response curve of the tunnel lining structure under the action of multiple disasters (fault dislocation and earthquake). This not only helps scientific researchers to deeply understand the dynamic behavior of the tunnel structure, but also provides accurate disaster prediction and early warning information for engineering practice, and provides a scientific basis for the maintenance management, reinforcement design and emergency plan formulation of the tunnel. The dual-parameter safety index function of the tunnel established based on the radial convergence rate and plastic strain of the tunnel is an innovative safety assessment tool. This index function fully considers the various damage modes of the tunnel lining structure under the action of coupled disasters, can more finely reflect the damage degree and safety state of the structure, and provides a new perspective and quantitative standard for tunnel safety assessment. The method also provides a systematic method and process for the construction of tunnel safety evaluation indicators by determining the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity, as well as the indicator damage state and threshold division based on the tunnel dual-parameter safety index function. This is not only convenient for engineering personnel to apply in actual projects, but also helps to promote the formulation and improvement of tunnel safety evaluation standards. In summary, this method fully considers the impact of multiple disasters such as strong earthquakes and dislocations on the dynamic response of the tunnel, and further takes into account the coupling effect of the overall damage of the lining and the regional damage characteristics, thereby improving the efficiency and accuracy of tunnel performance evaluation. By setting the tunnel dual-parameter safety index function, a multi-criteria comprehensive evaluation between the indicators of the present invention and the existing safety indicators is achieved to highlight the superiority of the indicators of the present invention. On this basis, the definition of lining damage in relevant specifications and the lining response and structural performance curves are used to complete the division of tunnel damage thresholds. This method has important practical significance for guiding the operational safety and post-disaster performance evaluation of tunnels crossing active faults.

[0030] See also Figure 1 and Figure 2 The present invention discloses a method for constructing a dual-parameter safety evaluation index for a tunnel based on the coupling of dislocation and strong earthquake. The content of the present invention is described in detail below in conjunction with specific embodiments: Example 1 In view of the shortcomings that the current tunnel safety evaluation index does not consider the multiple disasters of strong earthquakes and dislocations, and ignores the cumulative damage of tunnels, a method for constructing tunnel safety evaluation index based on damage and energy dual parameters under the coupling of dislocation and strong earthquake is provided, which is of great significance for guiding the operational safety and post-disaster performance evaluation of tunnels crossing active faults. The method of the present invention takes into account multiple uncertainties such as seismic waves, structural components, non-structural component dimensions and material properties, and establishes a nonlinear dynamic finite element numerical analysis model considering fault dislocation-earthquake-tunnel structure coupling; the numerical model is used to carry out tunnel dynamic response analysis under multiple fault dislocations and earthquake coupling, extract and analyze the response values ​​of the current existing tunnel safety evaluation index and the safety index of the present invention under different dislocations and earthquake intensities, and evaluate different tunnel safety indicators using characteristic parameters such as correlation and discreteness; finally, through the definition of tunnel damage status in relevant specifications, the performance level classification and status definition criteria of tunnel lining are proposed, the lining response-structural performance curve is established, and the threshold division of tunnel safety evaluation index under different damage levels is realized.

[0031] To achieve the above objectives, this application provides the following technical solutions: A method for constructing tunnel safety evaluation index based on damage and energy dual parameters under the coupling of dislocation and strong earthquake includes the following steps: Step 1: After determining the typical tunnel structure, obtain key information such as the tunnel's structural dimensions, material mechanical parameters, and burial depth. In addition, geological exploration is used to further obtain the geotechnical mechanical characteristic parameters of the site where the tunnel structure is located. Figure 2 As shown in step (1) in .

[0032] Step 2: Determine the size of the fault dislocation and reasonably select the seismic wave that meets the standard spectrum. Figure 2 As shown in step (2) in .

[0033] The dislocation direction and size of the fault fracture zone, as well as the intensity and waveform characteristics of the seismic waves, are the main factors affecting the degree of damage to the tunnel structure under multiple disaster conditions. In this study, the dislocation amount (m) was selected as the dislocation intensity index, and the peak ground acceleration (PGA) was selected as the characterization index of the seismic intensity parameter; the selection of seismic waves must meet the requirements of quantity and waveform. According to the "GB / T 38591-2020 Building Seismic Resilience Evaluation Standard", at least seven seismic waves must be selected to fully reflect the impact of seismic wave waveform uncertainty on the structure. In terms of waveform, the selected seismic wave amplification coefficient response spectrum should be consistent with the standard spectrum of the corresponding site conditions.

[0034] Step 3: Establish a nonlinear dynamic finite element numerical analysis model considering the coupling of fault dislocation-earthquake-tunnel structure, and carry out incremental dynamic time history calculation after applying fault dislocation and seismic wave amplitude modulation.

[0035] Specifically, using the data on the interval tunnel structure dimensions, material mechanical parameters, and surrounding rock mechanical characteristic parameters obtained in step 1, a dynamic finite element analysis model that considers the nonlinear coupling effect of the soil-tunnel structure system is established with the help of numerical simulation software such as ABAQUS (Advanced Simulation for Engineering and Sciences) to study the impact of fault dislocation and multiple earthquake disasters. Figure 2 In addition, by selecting the fault displacement determined in step 2 and seven or more seismic waves, the established numerical model is used to perform incremental dynamic time history calculations, thereby obtaining the dynamic response data of the tunnel lining structure under multiple disasters.

[0036] Step 4: Determine the dual-parameter safety index function characterization of the tunnel considering the coupling effect.

[0037] Specifically, Figure 2 As shown in step (4) in the figure. Under the action of fault sliding and earthquake load, the failure form of the tunnel structure is mainly the overall radial convergence of the tunnel and local collapse failure. Therefore, the radial convergence rate and plastic strain of the tunnel are used as two key parameters to reflect the damage characteristics and energy characteristics of the tunnel structure, respectively, to construct a dual-parameter safety index function of the tunnel, and its calculation formula is shown as follows:

[0038] In the above formula, DM is a two-parameter safety index function, P m is the current plastic strain, P u is the maximum plastic strain, θ m is the radial convergence rate of the current tunnel, θ u is the maximum tunnel radial convergence rate, α is the correction factor (for example, 0.38 can be selected).

[0039] The plastic strain of concrete is given by:

[0040] In the above formula, P 总 is the total strain of concrete, P 弹 is the elastic strain of concrete.

[0041] The calculation formula of tunnel radial convergence rate is as follows:

[0042] In the above formula, D 1 is the diameter of the tunnel after deformation, D is the diameter of the tunnel before deformation.

[0043] Step 5: Comprehensive evaluation of tunnel dual-parameter safety indicators.

[0044] Specifically, the characterization function of the current mainstream tunnel safety index is determined, and the dynamic response data of the tunnel lining structure under multiple disasters obtained in step 3 is used to establish a logarithmic linear relationship with the evolution of earthquake intensity under different fault dislocation intensities. Further, correlation and discreteness are used as evaluation indicators to comprehensively evaluate different tunnel safety indicators.

[0045] The logarithmic linear relationship function between tunnel structure safety index and earthquake intensity is shown as follows:

[0046] Parameters in the above formula a , b is a fitting parameter, which can be used to adjust the earthquake intensity parameter ( PGA ) and tunnel dual parameter safety index are analyzed by logarithmic linear regression. Figure 2 As shown in step (5) in the above figure. Through the logarithmic linear regression analysis function, the correlation and discreteness evaluation criteria of the tunnel safety index can be obtained. The specific expression function of the correlation criterion is as follows:

[0047] In the above formula, R 2 is the correlation index, n is the total number of data points, y i represents the tunnel safety index obtained from the dynamic response analysis of numerical simulation; y i s represents the predicted value obtained by the tunnel log-linear relationship function; y i m Indicates all y i s The average of the values.

[0048] The specific expression function of the discreteness criterion is as follows:

[0049] In the above formula,β is the logarithmic standard deviation, N is the total number of data points, δ i For data points i Corresponding tunnel safety indicators.

[0050] Step 6: Classification of damage levels and thresholds of dual-parameter safety indicators of tunnels.

[0051] Specifically, Figure 2 As shown in step (6) of . First, according to the "Railway Engineering Seismic Design Code" and "Urban Rail Transit Structure Seismic Design Code", the damage level and damage state are determined as shown in Table 1 below: Table 1

[0052] Secondly, based on the information given in the above table, the dynamic response time history curves of the tunnel under various working conditions were uniformly analyzed to determine the lining response-structural performance curve of the tunnel lining under different fault displacements and earthquake intensities. The indicator damage state and threshold division were completed based on the lining response-structural performance curve and the information in the above table. The specific threshold division principles are as follows: In the undamaged state, the tunnel dynamic response curve shows a linear elastic rising stage, at which the structure can effectively withstand external loads without obvious deformation or damage. When the dynamic response curve begins to show a nonlinear rising stage, it indicates that the tunnel has entered a slightly damaged state. At this stage, the lining may have some small-scale cracks or other minor structural defects, but it can still maintain its basic bearing capacity. When the nonlinear characteristics of the tunnel dynamic response curve change significantly and continue to develop to a new stage, it can be determined as moderate damage. In this state, the bearing capacity of the tunnel lining has been affected to a certain extent, and there may be large cracks or local material peeling, which requires appropriate monitoring and maintenance. When the dynamic response curve reaches the peak, it indicates that the tunnel has entered a serious damage stage. At this stage, the overall performance of the tunnel structure is significantly reduced, and some areas may face the risk of instability. Finally, when the tunnel dynamic response curve continues to evolve and drops to less than 0.85 times the peak value, it can be identified as a collapse stage. At this stage, the structural safety of the tunnel lining has been seriously damaged, which may lead to overall failure, and urgent assessment and reinforcement are urgently needed.

[0053] Example 2 See also Figure 2 The present invention provides a method for constructing a tunnel safety evaluation index based on damage and energy dual parameters under the coupling of dislocation and strong earthquake, comprising the following steps: Step 1: After determining the typical tunnel structure, obtain key information such as the tunnel's structural dimensions, material mechanical parameters, and burial depth. In addition, geological exploration is used to further obtain the geotechnical mechanical characteristic parameters of the site where the tunnel structure is located.

[0054] Specifically, the case is a mountain tunnel with a depth of about 75m. The entire tunnel diameter is 15.68m, the lining thickness is 0.6m, and the tunnel concrete strength is C35.

[0055] The geological conditions are divided into two types of rock and soil: rock layer and broken zone rock and soil. The rock and soil thickness is consistent with the model height, both of which are 150m.

[0056] The properties of lining and geotechnical related materials are shown in Table 2 below.

[0057] Table 2

[0058] Step 2: Determine the size of the fault dislocation and reasonably select seismic waves that conform to the standard spectrum.

[0059] Specifically, the dislocation direction and size of the fault fracture zone, as well as the intensity and waveform characteristics of the seismic wave, are the main factors affecting the degree of tunnel structure damage under multiple disaster conditions. In the present invention, the fault sliding mode is selected as the strike-slip mode, and the size is 0.1m.

[0060] In addition, in terms of earthquake waveform and intensity, 8 measured earthquake waves were selected from the Pacific Earthquake Engineering Research Center (PEER) in the United States to meet the uncertainty of earthquake waves when earthquake disasters occur. The source site of the earthquake waves is similar to the underlying bedrock conditions of the model. At the same time, the mean value of the amplification factor response spectrum of the selected earthquake waves is consistent with the standard spectrum. The detailed information of the earthquake waves is shown in Table 3 below.

[0061] Table 3

[0062] Step 3: Establish a nonlinear dynamic finite element numerical analysis model considering the coupling of fault dislocation-earthquake-tunnel structure, and carry out incremental dynamic time history calculation after applying fault dislocation and seismic wave amplitude modulation.

[0063] Specifically, based on the geometric characteristics of mountain tunnel engineering, structural material properties, selected seismic waves, fault slip direction and size, and boundary conditions, a nonlinear dynamic finite element numerical analysis model considering fault dislocation-earthquake-tunnel structure coupling is established. The schematic diagram of the relevant mountain tunnel structure and site conditions is shown in the attached figure. Figure 3 shown. Figure 3The Mohr-Coulomb damping involved in the paper, also known as dry friction damping, is a common friction model in mechanics. It characterizes the mutual shearing effect between two contact surfaces with relative motion or relative motion tendency. The magnitude of Coulomb damping is proportional to the normal pressure between the contact surfaces, and its direction is opposite to the relative motion tendency of the object. Rayleigh damping is a damping model widely used in structural dynamic analysis. It assumes that the damping matrix of the structure is a linear combination of the mass matrix and the stiffness matrix, that is, the damping matrix C can be expressed as C=αM+βK, where α and β are constants to be determined, M is the mass matrix, and K is the stiffness matrix. Rayleigh damping is an orthogonal damping that satisfies the orthogonal condition of vibration mode. In practical applications, the values ​​of α and β can be determined by the structural damping ratio obtained by actual measurement, or by the values ​​of the damping ratios of two given vibration modes. In finite element analysis software, C3D8R usually represents a three-dimensional eight-node solid element with reduced integration. This unit type may have specific advantages in simulating certain types of physical behaviors. Fault fracture zone refers to the relative movement and mutual compression of the two plates of the fault, which causes the nearby rocks to break and form a fracture zone roughly parallel to the fault plane. Its width varies, from a few centimeters to several kilometers or even wider, which is related to the scale and mechanical properties of the fault. Fault fracture zone is an important area of ​​stress concentration and release in the crust, and is also a prone area for earthquakes and geological disasters. Stick-slip constitutive law usually refers to the stick-slip behavior of materials when subjected to external forces, that is, the material remains stationary or slowly deforms for a period of time, and then suddenly slides or deforms rapidly. This behavior can be observed in many geological and engineering materials, such as fault rocks, friction interfaces, etc. When simulating fault activity, COH3D8 unit type is used to simulate the behavior of rocks in fault fracture zones. These rocks exhibit stick-slip behavior when subjected to external forces, that is, they undergo slow deformation for a period of time, and then suddenly slide rapidly. By describing this stress-strain relationship through stick-slip constitutive model, the process and results of fault activity can be simulated more accurately. Using the determined fault dislocation and eight seismic waves, the numerical model incremental dynamic time history calculation is carried out after the seismic waves are modulated at intervals of 0.1g.

[0064] It is worth noting that in the process of establishing the finite element model, in order to avoid the interference of the reflected waves generated by the contact between the seismic waves and the boundary on the calculation results, the size of the numerical model is usually set to more than five times the size of the tunnel. In addition, in the setting of boundary conditions, the fault dislocation adopts the forced displacement boundary condition. After the dislocation analysis, the restart method of numerical analysis is used to inherit various vector fields such as stress and velocity in the calculation. At the same time, in the boundary condition setting of the finite element model, special attention should be paid to avoiding the reflection of seismic waves, such as using the built-in left and right boundary multi-point constraints (MPC, Multi-Point Constraint) in ABAQUS to achieve motion coupling.

[0065] Step 4: Determine the dual-parameter safety index function characterization of the tunnel considering the coupling effect.

[0066] Specifically, under the action of fault sliding and earthquake load, the failure forms of the tunnel structure are mainly the overall radial convergence of the tunnel and local collapse failure. Therefore, the radial convergence rate and plastic strain of the tunnel are taken as two key parameters to construct a dual-parameter safety index function of the tunnel, and its calculation formula is shown in the following formula:

[0067] In the above formula, DM is a two-parameter safety index function, P m is the current plastic strain, P u is the maximum plastic strain, θ m is the radial convergence rate of the current tunnel, θ u is the maximum tunnel radial convergence rate, α is the correction factor (0.38).

[0068] The plastic strain of concrete is given by:

[0069] In the above formula, P 总 is the total strain of concrete, P 弹 is the elastic strain of concrete.

[0070] The calculation formula of tunnel radial convergence rate is as follows:

[0071] In the above formula, D 1 is the diameter of the tunnel after deformation, D is the diameter of the tunnel before deformation.

[0072] Step 5: Comprehensive evaluation of tunnel dual-parameter safety indicators.

[0073] Through a large number of numerical analysis and calculations, the performance response of tunnel structures under different earthquake intensities and fault displacements can be obtained, that is, a large number of peak ground accelerations can be obtained. PGA Datasets of tunnel structural safety indicators, peak ground acceleration PGA It can be used as an earthquake intensity parameter. Through this data set, the logarithmic linear relationship function between the tunnel structure safety index and the earthquake intensity can be obtained. The tunnel structure safety index includes the tunnel dual parameter safety index, the traditional concrete plastic strain safety index and the traditional tunnel radial convergence safety index. The schematic diagram of the tunnel structure safety index related function is shown in Figure 4 (a), Figure 4 (b) and Figure 4 (c). The logarithmic linear relationship function between the tunnel structure safety index and the earthquake intensity is shown in the following formula:

[0074] In the above formula, DM all Indicates the tunnel structure safety index, parameter a , b is a fitting parameter, which can be used to adjust the earthquake intensity parameter ( PGA ) and related tunnel safety indicators are obtained by logarithmic linear regression analysis. Through the logarithmic linear regression analysis function, the correlation and discreteness evaluation criteria of tunnel safety indicators can be obtained. The specific expression function of the correlation criterion is as follows:

[0075] In the above formula, R 2 is the correlation index, n is the total number of data points, i For the i data points, y i represents the tunnel safety index obtained from the dynamic response analysis of numerical simulation; y i s represents the predicted value obtained by the tunnel log-linear relationship function; y i m Indicates all y i s The average of the values.

[0076] The specific expression function of the discreteness criterion is as follows:

[0077] In the above formula, β is the logarithmic standard deviation, N is the total number of data points, δ i For data points i Corresponding tunnel safety indicators.

[0078] The schematic diagrams of the evaluation of different index correlation criteria and the schematic diagrams of the evaluation of different index discrete criteria in this case are respectively Figure 5 and Figure 6 As shown, from Figure 5 and Figure 6 It can be clearly seen that the present invention has the highest correlation and the lowest discreteness, and generally speaking, its index priority is the highest.

[0079] Step 6: Classification of damage levels and thresholds of dual-parameter safety indicators of tunnels.

[0080] Specifically, firstly, according to the "Railway Engineering Seismic Design Code" and "Urban Rail Transit Structure Seismic Design Code", the damage level and damage state are determined as shown in Table 4 below: Table 4

[0081] Secondly, based on the information given in the above table, the dynamic response time history curves of the tunnel under various working conditions are uniformly analyzed to determine the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity. The damage state and threshold value of the indicator are divided according to the lining response-structural performance curve and the information in the above table. The schematic diagram of the lining response-structural performance curve of the indicator of the present invention is shown in Figure 7 shown.

[0082] See also Figure 7 , and the information given in the above table, the indicator damage status and threshold division of a given tunnel are shown in Table 5 below: Table 5

[0083] The specific principles for the damage status and threshold division of tunnel indicators are as follows: In the undamaged state, the tunnel dynamic response curve shows a linear elastic rising stage, at which the structure can effectively withstand external loads without obvious deformation or damage. When the dynamic response curve begins to show a nonlinear rising stage, it indicates that the tunnel has entered a slightly damaged state. At this stage, the lining may have some small-scale cracks or other minor structural defects, but it can still maintain its basic bearing capacity. When the nonlinear characteristics of the tunnel dynamic response curve change significantly and continue to develop to a new stage, it can be determined as moderate damage. In this state, the bearing capacity of the tunnel lining has been affected to a certain extent, and there may be large cracks or local material peeling, which requires appropriate monitoring and maintenance. When the dynamic response curve reaches the peak, it indicates that the tunnel has entered a serious damage stage. At this stage, the overall performance of the tunnel structure is significantly reduced, and some areas may face the risk of instability. Finally, when the tunnel dynamic response curve continues to evolve and drops to less than 0.85 times the peak value, it can be identified as a collapse stage. At this stage, the structural safety of the tunnel lining has been seriously damaged, which may lead to overall failure, and urgent assessment and reinforcement are urgently needed.

[0084] The above method can be used to obtain a dual-parameter safety evaluation index for a tunnel that takes into account the coupling effects of strong earthquakes and dislocations. The specific safety index analysis method of the present invention is as follows: Figure 7 As shown in the figure, this method takes into account the impact of multiple disasters such as strong earthquakes and dislocations on the dynamic response of the tunnel, and further takes into account the coupling effect of the overall destruction of the lining and the regional damage characteristics, thereby improving the efficiency and accuracy of tunnel performance evaluation.

[0085] See also Figure 8 The embodiment of the present invention discloses a tunnel dual-parameter safety evaluation index construction system based on dislocation and strong earthquake coupling, including: A parameter acquisition module, which acquires tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, determines the size of tunnel fault dislocation based on the tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, and selects seismic waves that meet the standard spectrum; A model building module, which builds a multi-characteristic coupled nonlinear dynamic finite element numerical analysis model based on the tunnel characteristic parameters and the formation rock and soil mechanics characteristic parameters; A curve generation module, based on the fault dislocation size and the selected seismic wave, and using the nonlinear dynamic finite element numerical analysis model to calculate the incremental dynamic time history, and obtain the dynamic response curve of the tunnel lining structure under the action of multiple disasters based on the incremental dynamic time history; Function building module, which builds a dual-parameter safety index function of the tunnel considering the coupling effect based on the radial convergence rate and plastic strain of the tunnel; The indicator construction module determines the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity based on the tunnel damage level, the damage state table and the dynamic response curve, determines the indicator damage state and threshold division based on the tunnel dual-parameter safety index function and the lining response-structural performance curve, and uses the indicator damage state and threshold division as the tunnel dual-parameter safety evaluation index.

[0086] This system fully considers the uncertainty of seismic waves and the variability of the size and material properties of non-structural components, and uses the finite element method to perform incremental dynamic time-history analysis. On this basis, the impact of multiple disasters such as strong earthquakes and dislocations on the dynamic response of tunnels is further explored. By setting the dual-parameter safety index function of the tunnel, a multi-criteria comprehensive evaluation between the index proposed by the present invention and the existing safety index is achieved, highlighting the relative superiority of the index of the present invention. Based on relevant specifications, the definition of lining damage and the analysis of its response and structural performance curves are deeply studied, thereby completing the division of tunnel damage thresholds. This method has important practical application value in guiding the operational safety and post-disaster performance evaluation of tunnels crossing active faults.

[0087] The third object of the present invention is to provide an electronic device, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein when the processor executes the computer program, the method for constructing a dual-parameter safety evaluation index for a tunnel based on the coupling of dislocation and strong earthquake is implemented.

[0088] The method for constructing a dual-parameter safety evaluation index for a tunnel based on dislocation and strong earthquake coupling comprises the following steps: Acquire tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, determine the size of tunnel fault dislocation based on the tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, and select seismic waves that meet the standard spectrum; Based on the tunnel characteristic parameters and the formation rock and soil mechanics characteristic parameters, a multi-characteristic coupled nonlinear dynamic finite element numerical analysis model is established; Based on the fault dislocation size and the selected seismic wave, the incremental dynamic time history is calculated by using the nonlinear dynamic finite element numerical analysis model, and the dynamic response curve of the tunnel lining structure under the action of multiple disasters is obtained based on the incremental dynamic time history; Based on the radial convergence rate and plastic strain of the tunnel, a dual-parameter safety index function of the tunnel considering the coupling effect is established; Based on the tunnel damage grade, the damage state table and the dynamic response curve, the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity is determined; based on the tunnel dual-parameter safety index function and the lining response-structural performance curve, the indicator damage state and threshold division are determined; the indicator damage state and threshold division are used as the tunnel dual-parameter safety evaluation index.

[0089] The fourth object of the present invention is to provide a computer-readable storage medium, which stores a computer program. When the computer program is executed by a processor, it implements the method for constructing a dual-parameter safety evaluation index for a tunnel based on the coupling of dislocation and strong earthquake.

[0090] The method for constructing a dual-parameter safety evaluation index for a tunnel based on dislocation and strong earthquake coupling comprises the following steps: Obtain tunnel characteristic parameters and stratum rock and soil mechanics characteristic parameters, determine the size of fault dislocation and select seismic waves that meet the standard spectrum; Based on the tunnel characteristic parameters and the formation rock and soil mechanics characteristic parameters, a multi-characteristic coupled nonlinear dynamic finite element numerical analysis model is established; Based on the fault dislocation size and the selected seismic wave, the incremental dynamic time history is calculated by using the nonlinear dynamic finite element numerical analysis model to obtain a dynamic response curve of the tunnel lining structure under the action of multiple disasters; Based on the radial convergence rate and plastic strain of the tunnel, a dual-parameter safety index function of the tunnel considering the coupling effect is established; Based on the tunnel damage level and damage state table and the dynamic response curve, the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity is determined, and then based on the tunnel dual-parameter safety index function, the indicator damage state and threshold division are determined to complete the construction of the tunnel dual-parameter safety evaluation index.

[0091] It will be appreciated by those skilled in the art that embodiments of the present invention may be provided as methods, systems, or computer program products. Therefore, the present invention may take the form of a complete hardware embodiment, a complete software embodiment, or an embodiment combining software and hardware. Furthermore, the present invention may take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to disk storage, optical storage, etc.) containing computer-usable program code.

[0092] The present invention is described with reference to flowcharts and / or block diagrams of methods, devices (systems), and computer program products according to embodiments of the present invention. It should be understood that each process and / or block in the flowchart and / or block diagram, as well as the combination of processes and / or blocks in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowchart and / or block diagram. Figure 1 A process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0093] These computer program instructions may also be stored in a computer-readable memory capable of directing a computer or other programmable data processing device to operate in a specific manner, so that the instructions stored in the computer-readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 A process or multiple processes and / or boxes Figure 1 A function specified in one or more boxes.

[0094] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operating steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing instructions for implementing the process in the computer or other programmable device. Figure 1 A process or multiple processes and / or boxes Figure 1 The steps of the functions specified in one or more boxes, such as Figure 8 shown.

[0095] The above are only preferred embodiments of the present invention and are not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A method for constructing a dual-parameter safety evaluation index for a tunnel based on dislocation and strong earthquake coupling, characterized in that: include: Acquire tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, determine the size of tunnel fault dislocation based on the tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, and select seismic waves that meet the standard spectrum; Based on the tunnel characteristic parameters and the formation rock and soil mechanics characteristic parameters, a multi-characteristic coupled nonlinear dynamic finite element numerical analysis model is established; Based on the fault dislocation size and the selected seismic wave, the incremental dynamic time history is calculated by using the nonlinear dynamic finite element numerical analysis model, and the dynamic response curve of the tunnel lining structure under the action of multiple disasters is obtained based on the incremental dynamic time history; Based on the radial convergence rate and plastic strain of the tunnel, a dual-parameter safety index function of the tunnel considering the coupling effect is established; Based on the tunnel damage grade, the damage state table and the dynamic response curve, the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity is determined; based on the tunnel dual-parameter safety index function and the lining response-structural performance curve, the indicator damage state and threshold division are determined; the indicator damage state and threshold division are used as the tunnel dual-parameter safety evaluation index.

2. The method for constructing a dual-parameter tunnel safety evaluation index based on dislocation and strong earthquake coupling according to claim 1 is characterized in that: After establishing the functional representation of the tunnel dual-parameter safety index, it is also necessary to conduct a comprehensive evaluation of the tunnel dual-parameter safety index, including discreteness evaluation and correlation evaluation.

3. The method for constructing a dual-parameter tunnel safety evaluation index based on dislocation and strong earthquake coupling according to claim 2 is characterized in that: The comprehensive evaluation of the tunnel dual-parameter safety index specifically includes: Based on the dynamic response curve of the tunnel lining structure under the multiple disasters, several peak ground accelerations are obtained. PGA A data set of tunnel structure safety index is used to obtain a logarithmic linear relationship function between the tunnel structure safety index and the peak ground acceleration; the tunnel structure safety index includes a tunnel dual parameter safety index, a traditional concrete plastic strain safety index and a traditional tunnel radial convergence safety index; the logarithmic linear relationship function between the tunnel structure safety index and the peak ground acceleration is shown in the following formula: in, DM all represents the tunnel structure safety index; LN() is a logarithmic function; a , b is the fitting parameter for the peak ground acceleration PGA The log-linear regression analysis was carried out with relevant tunnel safety indicators; Through the logarithmic linear regression analysis function, the correlation and discreteness evaluation criteria of the tunnel safety index are obtained. The specific expression function of the correlation evaluation is as follows: in, R 2 is the correlation index, n is the total number of data points, i For the i data points, y i represents the tunnel safety index obtained from the dynamic response analysis of numerical simulation; y i s represents the predicted value obtained by the tunnel log-linear relationship function; y i m Indicates all y i s The average of the values; The specific expression function of discreteness evaluation is as follows: in, β is the logarithmic standard deviation, N is the total number of data points, δ i For data points i Corresponding tunnel safety indicators.

4. The method for constructing a dual-parameter tunnel safety evaluation index based on dislocation and strong earthquake coupling according to claim 1 is characterized in that: The tunnel dual-parameter safety index function considering the coupling effect is established based on the tunnel radial convergence rate and plastic strain, specifically including: in, DM is a two-parameter safety index function, P m is the current plastic strain, P u is the maximum plastic strain, θ m is the radial convergence rate of the current tunnel, θ u is the maximum tunnel radial convergence rate, α is the correction factor.

5. The method for constructing a dual-parameter tunnel safety evaluation index based on dislocation and strong earthquake coupling according to claim 4 is characterized in that: The plastic strain is calculated as follows: in, P 总 is the total strain of concrete, P 弹 is the elastic strain of concrete.

6. The method for constructing a dual-parameter tunnel safety evaluation index based on dislocation and strong earthquake coupling according to claim 4 is characterized in that: The radial convergence rate of the tunnel is calculated as follows: in, D 1 is the diameter of the tunnel after deformation, D is the diameter of the tunnel before deformation.

7. The method for constructing a dual-parameter tunnel safety evaluation index based on dislocation and strong earthquake coupling according to claim 1 is characterized in that: Based on the tunnel dual-parameter safety index function, the index damage state and threshold division are determined as follows: The tunnel dual-parameter safety index function is expressed as DM ; When 0≤DM<0.11, the tunnel is in an undamaged state; when 0.11≤DM<0.21, the tunnel is in a slightly damaged state; when 0.21≤DM<0.38, the tunnel is in a moderately damaged state; when 0.38≤DM<0.76, the tunnel is in a severely damaged state; when 0.76≤DM, the tunnel is in a collapsed state.

8. A tunnel dual-parameter safety evaluation index construction system based on dislocation and strong earthquake coupling, characterized in that: include: A parameter acquisition module, which acquires tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, determines the size of tunnel fault dislocation based on the tunnel characteristic parameters and formation rock and soil mechanics characteristic parameters, and selects seismic waves that meet the standard spectrum; A model building module, which builds a multi-characteristic coupled nonlinear dynamic finite element numerical analysis model based on the tunnel characteristic parameters and the formation rock and soil mechanics characteristic parameters; A curve generation module, based on the fault dislocation size and the selected seismic wave, and using the nonlinear dynamic finite element numerical analysis model to calculate the incremental dynamic time history, and obtain the dynamic response curve of the tunnel lining structure under the action of multiple disasters based on the incremental dynamic time history; Function building module, which builds a dual-parameter safety index function of the tunnel considering the coupling effect based on the radial convergence rate and plastic strain of the tunnel; The indicator construction module determines the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity based on the tunnel damage level, the damage state table and the dynamic response curve, determines the indicator damage state and threshold division based on the tunnel dual-parameter safety index function and the lining response-structural performance curve, and uses the indicator damage state and threshold division as the tunnel dual-parameter safety evaluation index.

9. An electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor implements the method for constructing a dual-parameter safety evaluation index for a tunnel based on the coupling of dislocation and strong earthquake as described in any one of claims 1 to 7 when executing the computer program.

10. A computer-readable storage medium storing a computer program, wherein the computer program, when executed by a processor, implements the method for constructing a dual-parameter tunnel safety evaluation index based on dislocation and strong earthquake coupling as described in any one of claims 1 to 7.

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