Construction method of tunnel double-parameter safety evaluation index based on the coupling of dislocation and strong earthquake

Abstract

The present invention discloses a method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake, belonging to the technical field of tunnel safety assessment. The method includes: obtaining tunnel characteristic parameters and formation geomechanical characteristic parameters, determining the size of fault dislocation and selecting seismic waves that conform to the standard spectrum; establishing a non-linear dynamic finite element numerical analysis model with multi-characteristic coupling; based on the size of the fault dislocation and the selected seismic waves, and using the non-linear dynamic finite element numerical analysis model to calculate the incremental dynamic time history, obtaining the dynamic response curve of the tunnel lining structure under multiple disaster actions; establishing a tunnel two-parameter safety index function considering the coupling effect based on the tunnel radial convergence rate and plastic strain; determining the index damage state and threshold division based on the tunnel two-parameter safety index function and the lining response-structural performance curve, and using the index damage state and threshold division as the tunnel two-parameter safety evaluation index.

Description

Technical Field

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

[0002] As a key part of the urban traffic network, tunnels play an increasingly important role in economic development and regional communication. However, the complex and changeable formation environment, as well as the sliding effect of some fault fracture zones and the possible earthquake disasters, may cause serious damage to the operating tunnels passing through these faults. In previous studies, when domestic and foreign scholars evaluated the structural performance of tunnels under accidental disasters, most of them only considered the influence of a single disaster. However, the dynamic catastrophe mechanism of tunnel structures under the coupling effect of fault dislocation and earthquake is more complex, and its damage mechanism and deformation evolution trend are not yet clear. At present, for the research on the performance characterization of tunnel linings under multiple disasters such as existing fault sliding and earthquakes, most of them only consider the influence 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 tunnel structures. In addition, in terms of the threshold division of safety evaluation indexes, most of the traditional tunnel structure seismic safety evaluation indexes are qualitatively determined by expert research or empirical methods, ignoring the high uncertainty of the complex rock mass environment faced by tunnel structures passing through active faults, resulting in the inability to accurately evaluate the evolution law of the safety performance of tunnel structures.

[0003] To sum up, although domestic and foreign scholars have made preliminary progress and applications in the tunnel safety evaluation index system under strong earthquake action, most of the existing research ignores the influence of the coupling effect of strong earthquake and dislocation, the cumulative damage of tunnel linings, the energy evolution and the high uncertainty of the complex rock mass environment on the tunnel performance, which leads to deficiencies in the determination of the current railway tunnel structure seismic safety evaluation index and its threshold. In view of the gap between the current research and the actual needs, the lack of a reasonable safety evaluation index system will not be able to better characterize the safety performance of tunnel linings passing through faults, and further lead to major safety hazards faced by tunnel operation guarantee. Summary of the Invention

[0004] The purpose of the present invention is to solve the technical problems in the prior art that most of the determination of the railway tunnel structure seismic safety evaluation index and its threshold ignores the influence of the coupling effect of strong earthquake and dislocation, the cumulative damage of tunnel linings, the energy evolution and the high uncertainty of the complex rock mass environment, and to provide a method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake.

[0005] In the first aspect, the present invention provides a method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake, including:

[0006] Obtain tunnel characteristic parameters and formation geomechanical characteristic parameters, determine the tunnel fault dislocation size based on the tunnel characteristic parameters and formation geomechanical characteristic parameters, and select seismic waves that conform to the code spectrum;

[0007] Based on the tunnel characteristic parameters and formation geomechanical characteristic parameters, establish a nonlinear dynamic finite element numerical analysis model with multi-characteristic coupling;

[0008] Based on the fault dislocation size and the selected seismic waves, and use 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 multiple disaster actions based on the incremental dynamic time history;

[0009] Based on the tunnel radial convergence rate and plastic strain, establish a tunnel two-parameter safety index function considering the coupling effect;

[0010] Based on the tunnel damage grade, 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 two-parameter safety index function and the lining response - structural performance curve, determine the index damage state and threshold division, and use the index damage state and threshold division as the tunnel two-parameter safety evaluation index.

[0011] A further improvement lies in:

[0012] After establishing the representation of the tunnel two-parameter safety index function, it is also necessary to conduct a comprehensive evaluation of the tunnel two-parameter safety index, including discreteness evaluation and correlation evaluation.

[0013] The comprehensive evaluation of the tunnel two-parameter safety index specifically includes:

[0014] Based on the dynamic response curve of the tunnel lining structure under multiple disaster actions, obtain several peak ground accelerations PGA And the data set of the tunnel structure safety index. Through the data set, obtain the logarithmic linear relationship function between the tunnel structure safety index and the peak ground acceleration; the tunnel structure safety index includes the tunnel two-parameter safety index, the traditional concrete plastic strain safety index and the traditional tunnel radial convergence safety index; the logarithmic linear relationship function between the tunnel structure safety index and the peak ground acceleration is shown as follows:

[0015]

[0016] Among them, DM all Represents the tunnel structure safety index; LN() is the logarithmic function; a 、 b Are fitting parameters, obtained by conducting logarithmic linear regression analysis on the peak ground acceleration PGA And the relevant tunnel safety index;

[0017] Through the log-linear regression analysis function, the evaluation criteria for the correlation and discreteness of the tunnel safety index are obtained. The specific expression function for the correlation evaluation is as follows:

[0018]

[0019] Among them, R 2 is the correlation index, n is the total number of data points, i is the i th data point, y i represents the tunnel safety index obtained from the numerical simulation dynamic response analysis; y i s represents the predicted value obtained from the tunnel log-linear relationship function; y i m represents all y i s the average value of the values.

[0020] The specific expression function for the discreteness evaluation is as follows:

[0021]

[0022] Among them, β is the logarithmic standard deviation, N is the total number of data points, δ i is the data point i corresponding tunnel safety index.

[0023] The tunnel two-parameter safety index function considering the coupling effect established based on the tunnel radial convergence rate and plastic strain specifically includes:

[0024]

[0025] Among them, DM is the two-parameter safety index function, P m is the current plastic strain, P u is the maximum plastic strain, θ m is the current tunnel radial convergence rate, θ u is the maximum tunnel radial convergence rate, α is the correction coefficient.

[0026] The calculation of the plastic strain is as follows:

[0027]

[0028] Among them, P 总 is the total concrete strain, P 弹 is the elastic strain of concrete.

[0029] The calculation of the radial convergence rate of the tunnel is as follows:

[0030]

[0031] Among them, D 1 is the diameter of the tunnel after deformation, D is the diameter of the tunnel before deformation.

[0032] Based on the tunnel two-parameter safety index function, the index damage state and threshold division are determined, specifically:

[0033] The tunnel two-parameter safety index function is expressed as DM ; when 0 ≤ DM < 0.11, the tunnel state is undamaged; when 0.11 ≤ DM < 0.21, the tunnel state is slightly damaged; when 0.21 ≤ DM < 0.38, the tunnel state is moderately damaged; when 0.38 ≤ DM < 0.76, the tunnel state is severely damaged; when 0.76 ≤ DM, the tunnel state is collapsed.

[0034] On the second aspect, the present invention provides a tunnel two-parameter safety evaluation index construction system based on the coupling of dislocation and strong earthquake, including:

[0035] A parameter acquisition module, which acquires tunnel characteristic parameters and formation geomechanical characteristic parameters, determines the tunnel fault dislocation size based on the tunnel characteristic parameters and formation geomechanical characteristic parameters, and selects seismic waves that conform to the specification spectrum;

[0036] A model establishment module, which establishes a multi-characteristic coupling non-linear dynamic finite element numerical analysis model based on the tunnel characteristic parameters and formation geomechanical characteristic parameters;

[0037] A curve generation module, which calculates the incremental dynamic time history based on the fault dislocation size and the selected seismic waves, and uses the non-linear dynamic finite element numerical analysis model to obtain the dynamic response curve of the tunnel lining structure under multiple disaster actions;

[0038] A function establishment module, which establishes a tunnel two-parameter safety index function considering the coupling effect based on the tunnel radial convergence rate and plastic strain;

[0039] The index construction module determines the lining response-structural performance curve of the tunnel lining under fault dislocation and seismic intensity based on the tunnel damage level, the damage state table, and the dynamic response curve, and determines the index damage state and threshold division based on the tunnel two-parameter safety index function and the lining response-structural performance curve, and uses the index damage state and threshold division as the tunnel two-parameter safety evaluation index.

[0040] In a third aspect, the present invention provides an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor. When the processor executes the computer program, the above-mentioned method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake is realized.

[0041] In a fourth aspect, the present invention provides a computer-readable storage medium storing a computer program, and when the computer program is executed by a processor, the above-mentioned method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake is realized.

[0042] Compared with the prior art, the present invention has the following beneficial effects:

[0043] A method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake is disclosed in the present invention. By comprehensively considering tunnel characteristic parameters, formation geomechanical characteristic parameters, fault dislocation magnitude, and the influence of seismic waves, a nonlinear dynamic finite element numerical analysis model with multi-characteristic coupling is established. This comprehensive consideration method can more comprehensively reflect the true response state of the tunnel under complex geological environments and strong dynamic actions, thus significantly improving the accuracy and reliability of tunnel safety assessment. By calculating the incremental dynamic time history, this 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, providing a scientific basis for tunnel maintenance management, reinforcement design, and emergency plan formulation. The tunnel two-parameter safety index function established based on the tunnel radial convergence rate and plastic strain is an innovative safety assessment tool. This index function fully considers various damage modes of the tunnel lining structure under the action of coupled disasters, can more precisely reflect the damage degree and safety state of the structure, and provides a new perspective and quantitative standard for tunnel safety assessment. This method also provides a systematic method and process for constructing the tunnel safety evaluation index by determining the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity, and the index damage state and threshold division based on the tunnel two-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 assessment standards. In summary, this method fully considers the influence of multiple disasters of strong earthquake and dislocation on the tunnel dynamic response, and further takes into account the coupling effect of overall lining failure and regional damage characteristics, thus improving the efficiency and accuracy of tunnel performance assessment. By setting the tunnel two-parameter safety index function, multi-criterion comprehensive evaluation between the index of the present invention and existing safety indexes is realized to highlight the superiority of the index of the present invention. On this basis, the division of the tunnel damage threshold is completed by using the definition of lining damage in relevant specifications and the lining response and structural performance curve. This method has important practical significance for guiding the operation safety of tunnels crossing active faults and post-disaster performance evaluation. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for use in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of the present invention and should not be regarded as limiting the scope. For those of ordinary skill in the art, other relevant drawings can also be obtained based on these drawings without creative efforts.

[0045] Figure 1 It is a flow chart of a method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake in the present invention;

[0046] Figure 2 It is the analysis flowchart of a method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake in the present invention;

[0047] Figure 3 It is the three-dimensional schematic diagram of the tunnel structure and site conditions of the embodiment of the present invention;

[0048] Figure 4(a) is the logarithmic linear relationship function diagram of the tunnel two-parameter safety index of the embodiment of the method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake in the present invention; Figure 4(b) is the logarithmic linear relationship function diagram of the plastic strain safety index of the embodiment of the method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake in the present invention; Figure 4(c) is the logarithmic linear relationship function diagram of the tunnel radial convergence rate safety index of the embodiment of the method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake in the present invention;

[0049] Figure 5 It is the schematic diagram for evaluating the correlation of three tunnel structure safety indexes of the embodiment of the present invention;

[0050] Figure 6 It is the schematic diagram for evaluating the discreteness of three tunnel structure safety indexes of the embodiment of the present invention;

[0051] Figure 7 It is the schematic diagram of the lining response - structural performance curve of the present invention;

[0052] Figure 8 It is the electronic device module diagram provided by the embodiment of the present invention. Detailed implementation manners

[0053] To make the objectives, 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 with reference to the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are some but not all of the embodiments of the present invention. Usually, the components of the embodiments of the present invention described and illustrated in the accompanying drawings here can be arranged and designed in various different configurations.

[0054] 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 claimed present invention, but merely represents selected embodiments of the present invention. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts shall fall within the scope of protection of the present invention.

[0055] It should be noted that: similar reference numerals and letters denote similar items in the following drawings. Therefore, once an item is defined in one drawing, it does not need to be further defined and explained in subsequent drawings.

[0056] The present invention will be further described in detail below with reference to the accompanying drawings:

[0057] See Figure 1 , the present invention discloses a method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake, including:

[0058] S1. Obtain tunnel characteristic parameters and formation geomechanical characteristic parameters, determine the magnitude of tunnel fault dislocation based on the tunnel characteristic parameters and formation geomechanical characteristic parameters, and select seismic waves that conform to the code spectrum;

[0059] S2. Establish a non-linear dynamic finite element numerical analysis model with multi-characteristic coupling based on the tunnel characteristic parameters and formation geomechanical characteristic parameters;

[0060] S3. Based on the magnitude of the fault dislocation and the selected seismic waves, and using the non-linear 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 multiple disaster actions based on the incremental dynamic time history;

[0061] S4. Establish a tunnel two-parameter safety index function considering the coupling effect based on the tunnel radial convergence rate and plastic strain;

[0062] S5. Determine the lining response-structural performance curve of the tunnel lining under fault dislocation and earthquake intensity based on the tunnel damage grade, damage state table and the dynamic response curve, and determine the index damage state and threshold division based on the tunnel two-parameter safety index function and the lining response-structural performance curve, and use the index damage state and threshold division as the tunnel two-parameter safety evaluation index.

[0063] The present invention discloses a method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake. By comprehensively considering tunnel characteristic parameters, formation geomechanical characteristic parameters, fault dislocation magnitude, and the influence of seismic waves, a non-linear dynamic finite element numerical analysis model with multi-characteristic coupling is established. This comprehensive consideration method can more comprehensively reflect the true response state of the tunnel under complex geological environments and strong dynamic actions, thereby significantly improving the accuracy and reliability of tunnel safety assessment. By calculating the incremental dynamic time history, this 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 researchers deeply understand the dynamic behavior of the tunnel structure but also provides accurate disaster prediction and early warning information for engineering practice, providing a scientific basis for tunnel maintenance management, reinforcement design, and emergency plan formulation. The tunnel two-parameter safety index function established based on the tunnel radial convergence rate and plastic strain is an innovative safety assessment tool. This index function fully considers various damage modes of the tunnel lining structure under the action of coupled disasters and can more precisely reflect the damage degree and safety state of the structure, providing a new perspective and quantitative standard for tunnel safety assessment. This method also provides a systematic method and process for constructing tunnel safety evaluation indexes by determining the lining response-structural performance curve of the tunnel lining under fault dislocation and seismic intensity, and the index damage state and threshold division based on the tunnel two-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 assessment standards. In summary, this method fully considers the influence of multiple disasters of strong earthquake and dislocation on the dynamic response of the tunnel and further takes into account the coupling effect of overall lining failure and regional damage characteristics, thereby improving the efficiency and accuracy of tunnel performance assessment. By setting the tunnel two-parameter safety index function, multi-criterion comprehensive evaluation between the indexes of the present invention and existing safety indexes is realized to demonstrate the superiority of the indexes of the present invention. On this basis, the division of tunnel damage thresholds is completed by using the definition of lining damage in relevant specifications and the lining response and structural performance curve. This method has important practical significance for guiding the operation safety of tunnels crossing active faults and post-disaster performance evaluation.

[0064] See Figure 1 and Figure 2 The present invention discloses a method for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake. The following will elaborate on the content of the present invention in detail in combination with specific embodiments:

[0065] Embodiment 1

[0066] In view of the deficiencies that the current tunnel safety evaluation index does not consider the impact of multiple disasters such as strong earthquakes and dislocations, and ignores the cumulative damage of tunnels, a method for constructing a tunnel safety evaluation index based on double parameters of damage and energy under the coupling action of dislocation and strong earthquake is provided, which is of great significance for guiding the operation safety of tunnels crossing active faults and post-disaster performance evaluation. The method of the present invention takes into account multiple uncertainties such as seismic waves, structural members, non-structural member sizes and material properties, and establishes a non-linear dynamic finite element numerical analysis model considering the coupling of fault dislocation-earthquake-tunnel structure; uses the numerical model to carry out the dynamic response analysis of the tunnel under the coupling of multiple fault dislocations and earthquakes, extracts and analyzes 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 evaluates different tunnel safety indexes by using characteristic parameters such as correlation and discreteness; finally, through the definition of the tunnel damage state in relevant specifications, the performance level classification and state definition criteria of the tunnel lining are proposed, and the lining response-structural performance curve is established, realizing the threshold division of the tunnel safety evaluation index under different damage grades.

[0067] To achieve the above objectives, the present application provides the following technical solutions:

[0068] A method for constructing a tunnel safety evaluation index based on double parameters of damage and energy under the coupling action of dislocation and strong earthquake, comprising the following steps:

[0069] Step 1: After determining the typical tunnel structure, obtain key information such as the structural dimensions, material mechanical parameters and burial depth of the tunnel. In addition, further obtain the geotechnical mechanical characteristic parameters of the site where the tunnel structure is located through geological exploration. As Figure 2 shown in step (1) of

[0070] Step 2: Determine the magnitude of the fault dislocation and reasonably select seismic waves that conform to the code spectrum. As Figure 2 shown in step (2) of

[0071] The dislocation trend and magnitude 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 tunnel structure damage under multiple disaster conditions. In this study, the dislocation amount (m) is selected as the dislocation intensity index, and the peak ground acceleration (PGA) is 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 "Standard for Evaluation of Building Seismic Resilience GB / T 38591-2020", at least seven seismic waves need to be selected to fully reflect the impact of seismic wave waveform uncertainty on the structure. In terms of waveform, the amplification factor response spectrum of the selected seismic waves should be consistent with the code spectrum of the corresponding site conditions.

[0072] Step 3: Establish a non - linear dynamic finite - element numerical analysis model considering the coupling of fault dislocation - earthquake - tunnel structure, and conduct incremental dynamic time - history calculations after applying fault displacement and amplitude - modulation of seismic waves.

[0073] Specifically, using the data such as the interval tunnel structure size, material mechanics parameters, and surrounding rock mechanics characteristic parameters obtained in Step 1, with the help of numerical simulation software such as ABAQUS (Advanced Simulation for Engineering and Sciences), establish a dynamic finite - element analysis model considering the non - linear coupling effect of the soil - tunnel structure system to study the influence of fault dislocation and earthquake multiple disasters. As Figure 2 shown in step (3) of [reference]. In addition, by selecting the fault displacement amount determined in Step 2 and seven or more seismic waves, use the established numerical model to conduct incremental dynamic time - history calculations, so as to obtain the dynamic response data of the tunnel lining structure under the action of multiple disasters.

[0074] Step 4: Determine the characterization of the tunnel two - parameter safety index function considering the coupling effect.

[0075] Specifically, as Figure 2 shown in step (4) of [reference]. Under the action of fault slip and seismic loads, the failure forms of the tunnel structure are mainly the overall radial convergence and local collapse of the tunnel. Therefore, in this invention, the tunnel radial convergence rate and plastic strain are taken as two key parameters to respectively reflect the damage characteristics and energy characteristics of the tunnel structure, and a tunnel two - parameter safety index function is constructed. Its calculation formula is shown as follows:

[0076]

[0077] In the above formula, DM is the two - parameter safety index function, P m is the current plastic strain, P u is the maximum plastic strain, θ m is the current tunnel radial convergence rate, θ u is the maximum tunnel radial convergence rate, α is the correction coefficient (for example, 0.38 can be selected).

[0078] The concrete plastic strain is as follows:

[0079]

[0080] In the above formula, P 总 is the total concrete strain, P弹 is the elastic strain of concrete.

[0081] The calculation formula for the radial convergence rate of the tunnel is as follows:

[0082]

[0083] In the above formula, D 1 is the diameter of the tunnel after deformation, D is the diameter of the tunnel before deformation.

[0084] Step 5: Comprehensive evaluation of the tunnel's two-parameter safety index.

[0085] Specifically, determine the current mainstream tunnel safety index characterization function, and use the dynamic response data of the tunnel lining structure under multiple disasters obtained in Step 3 to establish a logarithmic linear relationship that evolves with the earthquake intensity under different fault displacement intensities. Further, use correlation and discreteness as evaluation indicators to comprehensively evaluate different tunnel safety indicators.

[0086] The logarithmic linear relationship function between the tunnel structure safety index and the earthquake intensity is as follows:

[0087]

[0088] In the above formula, the parameters a and b are fitting parameters, and a logarithmic linear regression analysis can be performed on the earthquake intensity parameter ( PGA ) and the tunnel's two-parameter safety index to obtain them. As shown in step (5) of Figure 2 . Through the logarithmic linear regression analysis function, the correlation and discreteness evaluation criteria for the tunnel safety index can be obtained. The specific expression function for the correlation criterion is as follows:

[0089]

[0090] 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 numerical simulation dynamic response analysis; y i s represents the predicted value obtained from the tunnel logarithmic linear relationship function; y i m represents all y i s value of the average.

[0091] The specific expression function of the discreteness criterion is as follows:

[0092]

[0093] In the above formula, β is the logarithmic standard deviation, N is the total number of data points, δ i is the data point i corresponding tunnel safety index.

[0094] Step 6: Classification of damage levels and threshold division of the tunnel's two-parameter safety index.

[0095] Specifically, as shown in step (6) of Figure 2 . First, according to the "Code for Seismic Design of Railway Engineering" and the "Code for Seismic Design of Urban Rail Transit Structures", the damage levels and damage states are determined as shown in Table 1 below:

[0096] Table 1

[0097]

[0098] Secondly, based on the information given in the above table and by comprehensively analyzing the time-history curves of the dynamic responses of the tunnel under various working conditions, the lining response-structural performance curves of the tunnel lining under different fault displacements and earthquake intensities are determined. Based on the lining response-structural performance curves and the information in the above table, the index damage states and threshold divisions are completed. The specific threshold division principles are as follows:

[0099] In the undamaged state, the tunnel dynamic response curve shows a linearly elastic rising stage. At this time, the structure can effectively bear the external load, and no obvious deformation or damage occurs. When the dynamic response curve begins to show a non-linearly rising stage, it indicates that the tunnel has entered the slightly damaged state. In this stage, some small-scale cracks or other minor structural defects may appear in the lining, but it can still maintain its basic load-bearing capacity. When the non-linear characteristics of the tunnel dynamic response curve change significantly and continue to develop to a new stage, it can be judged as moderately damaged. In this state, the load-bearing capacity of the tunnel lining has been affected to a certain extent, and there may be large cracks or local material spalling, and appropriate monitoring and maintenance are required. When the dynamic response curve reaches the peak value, it indicates that the tunnel has entered the severely damaged stage. In 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 below 0.85 times the peak value, it can be identified as the collapse stage. In this stage, the structural safety of the tunnel lining has been severely damaged, which may lead to overall failure, and urgent evaluation and reinforcement are required.

[0100] Embodiment 2

[0101] See Figure 2 , a method for constructing a tunnel safety evaluation index based on damage and energy dual parameters under the coupling action of dislocation and strong earthquake provided by the present invention includes the following steps:

[0102] Step 1: After determining the typical tunnel structure, obtain key information such as the structural dimensions, material mechanical parameters, and burial depth of the tunnel. In addition, further obtain the geotechnical mechanical characteristic parameters of the site where the tunnel structure is located through geological exploration.

[0103] Specifically, in a case of a mountain tunnel, the burial depth is about 75m. The entire tunnel diameter is 15.68m, the lining thickness is 0.6m, and the tunnel concrete strength is C35.

[0104] The geological conditions are divided into two types of geotechnical types: rock stratum and fractured zone rock and soil. The thickness of the geotechnical layer is the same as the model height, both are 150m.

[0105] The relevant material properties of the lining and geotechnical are shown in Table 2 below.

[0106] Table 2

[0107]

[0108] Step 2: Determine the size of the fault dislocation and reasonably select seismic waves that conform to the code spectrum.

[0109] Specifically, 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 damage degree of the tunnel structure under multiple disaster conditions. In the present invention, the fault slip mode is selected as the strike-slip mode, and the size is 0.1m.

[0110] In addition, in terms of the seismic waveform and intensity, 8 measured seismic waves are selected from the Pacific Earthquake Engineering Research Center (PEER) in the United States to meet the uncertainty of seismic waves during earthquake disasters. The source site of the seismic waves is similar to the underlying bedrock conditions of the model, and at the same time, the mean value of the amplification factor response spectrum of the selected seismic waves is consistent with the code spectrum. The detailed information of the seismic waves is shown in Table 3 below.

[0111] Table 3

[0112]

[0113] Step 3: Establish a non-linear 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 the fault dislocation and amplitude modulation of the seismic waves.

[0114] Specifically, based on the geometric characteristics of mountain tunnel projects, the properties of structural materials, the selected seismic waves, the direction and magnitude of fault slip, and the boundary conditions, a non-linear dynamic finite element numerical analysis model considering the coupling of fault dislocation - earthquake - tunnel structure is established. The schematic diagrams of the relevant mountain tunnel structures and site conditions are shown in the appendix Figure 3 as follows. Figure 3 The Mohr-Coulomb damping involved, also known as dry friction damping, is a common friction force model in mechanics. It characterizes the mutual shear action between two contacting surfaces with relative motion or a tendency for relative motion. The magnitude of Coulomb damping is proportional to the normal pressure between the contacting surfaces, and the direction is opposite to the tendency of relative motion 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 undetermined constants, M is the mass matrix, and K is the stiffness matrix. Rayleigh damping is an orthogonal damping that satisfies the mode orthogonality condition. In practical applications, the values of α and β can be determined by the structural damping ratio obtained from actual measurements, or by the given damping ratios of two modes. In the finite element analysis software, C3D8R usually represents a three-dimensional eight-node solid element with reduced integration (8-Node Solid Element with Reduced Integration). This element type may have specific advantages when simulating certain types of physical behaviors. A fault fracture zone refers to the zone where the two sides of a fault move relative to each other and squeeze each other, causing the nearby rocks to break and form a fracture zone roughly parallel to the fault plane. Its width varies, ranging from only a few centimeters to several kilometers or even wider, which is related to the scale and mechanical properties of the fault. The fault fracture zone is an important area of stress concentration and release in the earth's crust and is also an area prone to earthquakes and geological disasters. The stick-slip constitutive model usually refers to the stick-slip behavior exhibited by materials when subjected to external forces, that is, the materials remain stationary or deform slowly for a period of time and then suddenly undergo rapid sliding or deformation. This behavior can be observed in many geological and engineering materials, such as fault rocks, friction interfaces, etc. When simulating fault activities, the COH3D8 element type is used to simulate the behavior of rocks in the fault fracture zone. These rocks exhibit stick-slip behavior when subjected to external forces, that is, they will undergo a period of slow deformation and then suddenly experience rapid sliding. By using the stick-slip constitutive model to describe this stress-strain relationship, the process and results of fault activities can be simulated more accurately. Using the determined fault dislocation amount and 8 seismic waves, after adjusting the amplitude of the seismic waves at intervals of 0.1g, the incremental dynamic time history calculation of the numerical model is carried out.

[0115] It should be noted that during the establishment of 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 setting of the boundary conditions of the finite element model, special attention should be paid to avoiding the reflection of seismic waves, for example, using the built-in multi-point constraint (MPC, Multi-Point Constraint) of the left and right boundaries in ABAQUS to achieve motion coupling.

[0116] Step 4: Determine the characterization of the tunnel two-parameter safety index function considering the coupling effect.

[0117] Specifically, under the action of fault slip and seismic loads, the failure modes of the tunnel structure are mainly the overall radial convergence and local collapse of the tunnel. Therefore, the present invention takes the tunnel radial convergence rate and plastic strain as two key parameters to construct a tunnel two-parameter safety index function, and its calculation formula is shown as follows:

[0118]

[0119] In the above formula, DM is the two-parameter safety index function, P m is the current plastic strain, P u is the maximum plastic strain, θ m is the current tunnel radial convergence rate, θ u is the maximum tunnel radial convergence rate, α is the correction coefficient (0.38).

[0120] The plastic strain of concrete is as follows:

[0121]

[0122] In the above formula, P 总 is the total strain of concrete, P 弹 is the elastic strain of concrete.

[0123] The calculation formula of the tunnel radial convergence rate is as follows:

[0124]

[0125] In the above formula, D 1 is the diameter of the tunnel after deformation, Dis the diameter of the tunnel before deformation.

[0126] Step 5: Comprehensive evaluation of the tunnel's two-parameter safety index.

[0127] Through a large number of numerical analysis calculations, the performance responses of the tunnel structure under different earthquake intensities and fault displacements can be obtained, that is, a large number of peak ground accelerations PGA and the dataset of the tunnel structure safety index are obtained. The peak ground acceleration PGA can be used as the earthquake intensity parameter. Through this dataset, 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's two-parameter safety index, the traditional concrete plastic strain safety index, and the traditional tunnel radial convergence safety index. The schematic diagrams of the functions related to the tunnel structure safety index are shown in Figures 4(a), 4(b), and 4(c). The logarithmic linear relationship function between the tunnel structure safety index and the earthquake intensity is shown as follows:

[0128]

[0129] In the above formula, DM all represents the tunnel structure safety index, and the parameters a , b are fitting parameters, which can be obtained by performing logarithmic linear regression analysis on the earthquake intensity parameter ( PGA ) and the related tunnel safety index. Through the logarithmic linear regression analysis function, the evaluation criteria for the correlation and discreteness of the tunnel safety index can be obtained. The specific expression function of the correlation criterion is shown as follows:

[0130]

[0131] In the above formula, R 2 is the correlation index, n is the total number of data points, i is the i th data point, y i represents the tunnel safety index obtained from the numerical simulation dynamic response analysis; y i s represents the predicted value obtained from the tunnel logarithmic linear relationship function; y i m represents all y i s value average.

[0132] The specific expression function of the discreteness criterion is shown as follows:

[0133]

[0134] In the above formula, β is the logarithmic standard deviation, N is the total number of data points, δ i is the data point i corresponding to the tunnel safety index.

[0135] The evaluation schematic diagrams of the correlation criteria and the discreteness criteria of different indexes in this case are Figure 5 and Figure 6 shown respectively. It can be clearly seen from Figure 5 and Figure 6 that the correlation of the present invention is the highest and the discreteness is the lowest. Generally speaking, its index priority is the highest.

[0136] Step 6: Classification of damage levels and threshold division of the tunnel double-parameter safety index.

[0137] Specifically, first, according to the "Code for Seismic Design of Railway Engineering" and the "Code for Seismic Design of Urban Rail Transit Structures", the damage levels and damage states are determined as shown in Table 4 below:

[0138] Table 4

[0139]

[0140] Secondly, based on the information given in the above table and by simultaneously conducting a unified analysis of the dynamic response time history curves of the tunnel under various working conditions, the lining response - structural performance curve of the tunnel lining under fault dislocation and seismic intensity is determined. Based on the lining response - structural performance curve and the information in the above table, the index damage state and threshold division are completed. The schematic diagram of the lining response - structural performance curve of the index of the present invention is as Figure 7 shown.

[0141] Referring to Figure 7 , and the information given in the above table, the index damage state and threshold division of the tunnel are given as shown in Table 5 below:

[0142] Table 5

[0143]

[0144] The specific division principles of the index damage state and threshold division of the tunnel are as follows:

[0145] In the non-damaged state, the tunnel dynamic response curve shows a linearly elastic rising stage. At this time, the structure can effectively withstand external loads, and no obvious deformation or damage occurs. When the dynamic response curve begins to show a non-linearly rising stage, it indicates that the tunnel has entered a slightly damaged state. In this stage, some small-scale cracks or other minor structural defects may appear in the lining, but it can still maintain its basic load-bearing capacity. When the non-linear characteristics of the tunnel dynamic response curve change significantly and continue to develop to a new stage, it can be determined as medium damage. In this state, the load-bearing capacity of the tunnel lining has been affected to a certain extent, and there may be large cracks or local material spalling, and appropriate monitoring and maintenance are required. When the dynamic response curve reaches its peak, it indicates that the tunnel has entered a severely damaged stage. In 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 below 0.85 times the peak value, it can be identified as the collapse stage. In this stage, the structural safety of the tunnel lining has been severely damaged, which may lead to overall failure, and urgent evaluation and reinforcement are required.

[0146] A tunnel two-parameter safety evaluation index considering the coupling effect of strong earthquake and dislocation can be obtained through the above method. The specific analysis method process of the safety index of the present invention is as Figure 7 shown. This method considers the influence of multiple disasters of strong earthquake and dislocation on the tunnel dynamic response, and further takes into account the coupling effect of the overall failure of the lining and the regional damage characteristics, thereby improving the efficiency and accuracy of the tunnel performance evaluation.

[0147] See Figure 8 , the embodiment of the present invention discloses a system for constructing a tunnel two-parameter safety evaluation index based on the coupling of dislocation and strong earthquake, including:

[0148] A parameter acquisition module, which acquires tunnel characteristic parameters and formation geomechanical characteristic parameters, determines the size of the tunnel fault dislocation based on the tunnel characteristic parameters and formation geomechanical characteristic parameters, and selects seismic waves that conform to the code spectrum;

[0149] A model establishment module, which establishes a non-linear dynamic finite element numerical analysis model with multi-characteristic coupling based on the tunnel characteristic parameters and formation geomechanical characteristic parameters;

[0150] A curve generation module, which calculates the incremental dynamic time history based on the size of the fault dislocation and the selected seismic waves, and uses the non-linear dynamic finite element numerical analysis model, and obtains the dynamic response curve of the tunnel lining structure under the action of multiple disasters based on the incremental dynamic time history;

[0151] A function establishment module, which establishes a tunnel two-parameter safety index function considering the coupling effect based on the tunnel radial convergence rate and plastic strain;

[0152] The index construction module determines the lining response - structural performance curve of the tunnel lining under fault dislocation and seismic intensity based on the tunnel damage level, the damage state table, and the dynamic response curve, determines the index damage state and threshold division based on the tunnel two - parameter safety index function and the lining response - structural performance curve, and uses the index damage state and threshold division as the tunnel two - parameter safety evaluation index.

[0153] This system fully considers the uncertainty of seismic waves and the variability of the sizes and material properties of non - structural components, and uses the finite element method for incremental dynamic time - history analysis. On this basis, it further explores the influence of multiple disasters such as strong earthquakes and dislocations on the dynamic response of tunnels. By setting the tunnel two - parameter safety index function, a multi - criterion comprehensive evaluation between the proposed index of the present invention and the existing safety indexes is realized, highlighting the relative superiority of the index of the present invention. Based on relevant specifications, in - depth research is carried out on the definition of lining damage and the analysis of its response and structural performance curve, so as to complete the division of the tunnel damage threshold. This method has important practical application value in guiding the operation safety of tunnels crossing active faults and post - disaster performance evaluation.

[0154] The third object of the present invention is to provide an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor. When the processor executes the computer program, the method for constructing the tunnel two - parameter safety evaluation index based on the coupling of dislocation and strong earthquake is realized.

[0155] The method for constructing the tunnel two - parameter safety evaluation index based on the coupling of dislocation and strong earthquake includes the following steps:

[0156] Obtain the tunnel characteristic parameters and the formation geomechanical characteristic parameters, determine the size of the tunnel fault dislocation based on the tunnel characteristic parameters and the formation geomechanical characteristic parameters, and select seismic waves that conform to the code spectrum;

[0157] Establish a non - linear dynamic finite - element numerical analysis model with multi - feature coupling based on the tunnel characteristic parameters and the formation geomechanical characteristic parameters;

[0158] Based on the size of the fault dislocation and the selected seismic waves, and using the non - linear 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;

[0159] Establish a tunnel two - parameter safety index function considering the coupling effect based on the tunnel radial convergence rate and plastic strain;

[0160] Determine the lining response - structural performance curve of the tunnel lining under fault dislocation and seismic intensity based on the tunnel damage level, damage state table, and the dynamic response curve. Determine the index damage state and threshold division based on the tunnel two - parameter safety index function and the lining response - structural performance curve, and use the index damage state and threshold division as the tunnel two - parameter safety evaluation index.

[0161] The fourth object of the present invention is to provide a computer - readable storage medium storing a computer program, and when the computer program is executed by a processor, it implements the method for constructing a tunnel two - parameter safety evaluation index based on the coupling of dislocation and strong earthquake.

[0162] The method for constructing a tunnel two - parameter safety evaluation index based on the coupling of dislocation and strong earthquake includes the following steps:

[0163] Obtain the tunnel characteristic parameters and the formation geomechanical characteristic parameters, determine the magnitude of the fault dislocation, and select seismic waves that conform to the code spectrum;

[0164] Establish a multi - characteristic - coupled non - linear dynamic finite - element numerical analysis model based on the tunnel characteristic parameters and the formation geomechanical characteristic parameters;

[0165] Based on the magnitude of the fault dislocation and the selected seismic waves, and using the non - linear dynamic finite - element numerical analysis model to calculate the incremental dynamic time - history, obtain the dynamic response curve of the tunnel lining structure under multiple disasters;

[0166] Establish a tunnel two - parameter safety index function considering the coupling effect based on the tunnel radial convergence rate and plastic strain;

[0167] Determine the lining response - structural performance curve of the tunnel lining under fault dislocation and seismic intensity based on the tunnel damage level and damage state table and the dynamic response curve, and then determine the index damage state and threshold division based on the tunnel two - parameter safety index function to complete the construction of the tunnel two - parameter safety evaluation index.

[0168] Those skilled in the art should understand that the embodiments of the present invention can be provided as a method, a system, or a computer program product. Therefore, the present invention can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Moreover, the present invention can 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.

[0169] The present invention is described with reference to the flowcharts and / or block diagrams of methods, apparatuses (systems), and computer program products according to embodiments of the present invention. It should be understood that each flow and / or block in the flowcharts and / or block diagrams, as well as the combination of flows and / or blocks in the flowcharts and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to the processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing devices to generate a machine, such that the instructions executed by the processor of the computer or other programmable data processing devices produce means for implementing the functions specified in one flow Figure 1 one flow or multiple flows and / or blocks Figure 1 or means for implementing the functions specified in one block or multiple blocks.

[0170] These computer program instructions can also be stored in a computer-readable memory that can direct a computer or other programmable data processing device to work in a specific manner, such that the instructions stored in the computer-readable memory produce a manufactured article including instruction means that implement the functions specified in one flow Figure 1 one flow or multiple flows and / or blocks Figure 1 or means for implementing the functions specified in one block or multiple blocks.

[0171] These computer program instructions can also be loaded onto a computer or other programmable data processing device, such that a series of operation steps are executed on the computer or other programmable device to generate a computer-implemented process, and thus the instructions executed on the computer or other programmable device provide steps for implementing the functions specified in one flow Figure 1 one flow or multiple flows and / or blocks Figure 1 or means for implementing the functions specified in one block or multiple blocks, as Figure 8 shown.

[0172] The above are only the preferred embodiments of the present invention and are not used to limit the present invention. For those skilled in the art, the present invention can have various changes and modifications. 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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