Tunnel time-delay rock burst dynamic stress and geology comprehensive discrimination method and system

Abstract

The invention discloses a tunnel time-delay rock burst dynamic stress and geology comprehensive discrimination method and system, and relates to the technical field of tunnel engineering. By analyzing the magnitude of disturbance stress, the relationship between a disturbance stress source and the spatial position of a tunnel, the circulation frequency of the disturbance stress, the superposition condition of the disturbance stress, the condition of a tunnel face, the spatial relationship between a structural plane and a joint and the tunnel and the characteristics of the structural plane and the joint, the risk of disturbance-induced time-delay rock burst after excavation of the current tunnel face is judged. The judgment of disturbance-induced time-delay rockburst is combined with the actual working condition on site, the time-delay rockburst can be comprehensively evaluated, and the judgment of the time-delay rockburst can be better and more accurately carried out. Targeted supporting and prevention and control measures are taken according to different disturbance stress and geological defect conditions, the engineering construction risk can be reduced to a certain degree, economic damage is reduced, the safety of constructors is guaranteed, and the method has good application value for underground engineering with frequent rock burst disasters, frequent excavation disturbance, active earthquakes and complex geological structures.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of tunnel engineering, and particularly relates to a tunnel time-lag type rock burst dynamic stress and geology comprehensive discrimination method and system. BACKGROUND

[0002] With the construction of railway tunnels to the west, many high mountains with an altitude of more than 4000m will be crossed, and more than 15 deep-buried tunnels with a construction length of more than 15 kilometers will be built. In the construction process of these deep-buried tunnels, there are extreme conditions such as complex geological structure and extremely high ground stress. After the excavation of hard and brittle rock mass tunnels, under the disturbance of drilling and blasting, earthquakes, fault slip and adjacent tunnel excavation, rock burst disasters are increasingly induced, and the degree of harm is also increasingly high. Compared with the discrimination of rock burst near the working face, disturbance-induced rock burst is more sudden, difficult to monitor and predict, and is extremely easy to cause psychological panic of on-site construction personnel, thereby seriously threatening the safety of deep tunnel construction engineering construction.

[0003] The current rock burst prediction system mainly includes empirical criterion indicators, statistical evaluation and field microseismic monitoring. The empirical indicators of rock burst tendency are often based on strength theory and energy theory to construct a discrimination formula, analyze existing cases, and divide the threshold values of no rock burst, slight rock burst, medium rock burst and severe rock burst, commonly including Hoek criterion, brittleness criterion and elastic deformation energy index. Due to the single parameter used in the rock burst evaluation process of the single indicator criterion, some scholars use statistical methods to overcome the limitations of single indicators, such as the rock burst prediction method of support vector machine. However, the empirical criterion indicators and statistical evaluation cannot consider complex geological structures, and cannot discriminate time-lag rock burst caused by dynamic disturbance. The current microseismic monitoring to predict rock burst is also carried out near the working face, and a large amount of manpower and material resources are needed, and the success rate of discrimination of time-lag rock burst caused by dynamic disturbance is low. SUMMARY

[0004] In view of the deficiencies of the prior art, the application provides a tunnel time-lag type rock burst dynamic stress and geology comprehensive discrimination method and system to solve the technical problem that the existing method does not fully consider the dynamic stress disturbance induced time-lag rock burst, thereby resulting in a low success rate of discrimination of time-lag rock burst.

[0005] The technical scheme of the application is as follows:

[0006] The application provides a tunnel time-lag type rock burst dynamic stress and geology comprehensive discrimination method, which comprises the following steps:

[0007] The size of the disturbance stress generated by each type of dynamic disturbance in the evaluation area, the direction of the disturbance stress source and the disturbance frequency are obtained; the evaluation area is an area that needs to be evaluated;

[0008] Obtaining the geological defects of the evaluation area and the spatial combination relationship between the geological defects and the tunnel, and obtaining the mechanical parameters of the surrounding rock of the evaluation area;

[0009] According to the obtained geological defects of the evaluation area, the spatial combination relationship between the geological defects and the tunnel, and the mechanical parameters of the surrounding rock of the evaluation area, a three-dimensional ground stress field inversion of the evaluation area is carried out to obtain a three-dimensional ground stress field of the evaluation area;

[0010] According to the obtained three-dimensional ground stress field of the evaluation area, the size of the disturbance stress generated by each type of dynamic disturbance in the evaluation area, the direction of the disturbance stress source, and the disturbance frequency, an initial evaluation model of the dynamic disturbance induced time-lag type rock burst is established.

[0011] The initial evaluation model of the dynamic disturbance induced time-lag type rock burst is optimized and iterated to obtain an optimized evaluation model of the dynamic disturbance induced time-lag type rock burst, and the optimized evaluation model of the dynamic disturbance induced time-lag type rock burst is used to finally determine whether there is a disturbance induced time-lag type rock burst and the position of the disturbance induced time-lag type rock burst.

[0012] Further, the dynamic disturbance types include drilling and blasting method generated disturbance, adjacent tunnel blasting excavation generated disturbance, tunnel peripheral fault slip generated disturbance, and earthquake disturbance.

[0013] Further, the method for obtaining the size of the disturbance stress generated by each type of dynamic disturbance in the evaluation area, the direction of the disturbance stress source, and the disturbance frequency is specifically as follows: triaxial acceleration sensors are installed on the vault, both sides of the arch shoulder and the arch waist of the tunnel section of the evaluation area, the velocity time history curve under the conditions of drilling and blasting method generated disturbance, adjacent tunnel blasting excavation generated disturbance, and tunnel peripheral fault slip generated disturbance is obtained, and the disturbance stress time history curve is calculated according to the velocity time history curve to identify the size and frequency of the disturbance stress. For drilling and blasting method generated disturbance and adjacent tunnel blasting excavation generated disturbance, the direction of the disturbance stress source is obtained through the position of the working face. For tunnel peripheral fault slip generated disturbance, the direction of the disturbance stress source is obtained through advanced geological prediction or the position of the revealed fault. The earthquake wave type of the evaluation area is obtained by referring to the earthquake data. The earthquake wave type is the acceleration time history curve of the earthquake wave. The velocity time history curve is obtained by integration, and the corresponding disturbance stress time history curve is calculated to identify the size and frequency of the disturbance stress. The bottom of the tunnel is set as the direction of the disturbance stress source.

[0014] Further, the method for obtaining the geological defects of the evaluation area and the spatial combination relationship between the geological defects and the tunnel, and obtaining the mechanical parameters of the surrounding rock of the evaluation area, specifically includes:

[0015] A1: obtaining advanced geological prediction within a set range in front of the working face of the evaluation area, and obtaining the geological defects of the evaluation area in combination with field reconnaissance to determine the spatial combination relationship between the geological defects and the tunnel; the geological defects include structural plane, fault, fracture zone, fold, discontinuous section, joint, and fissure;

[0016] A2: Obtain the rock core of the surrounding rock of the evaluation area, and obtain the mechanical parameters of the surrounding rock of the evaluation area through indoor uniaxial test, triaxial test and Brazilian splitting test, including internal friction angle, cohesion, elastic modulus, Poisson's ratio, tensile strength, residual internal friction angle and residual cohesion.

[0017] Further, based on the obtained geological defects of the evaluation area, the combination relationship between the geological defects and the tunnel space, and the mechanical parameters of the surrounding rock of the evaluation area, the three-dimensional ground stress field inversion of the evaluation area is carried out to obtain the three-dimensional ground stress field of the evaluation area, specifically including:

[0018] B1: Obtain the contour distribution, fault distribution, cleavage zone distribution and stratum distribution of the tunnel site area;

[0019] B2: Obtain the ground stress data of the entire tunnel site area and the lithological parameters of different rock layers in the tunnel site area through deep hole testing, wherein the lithological parameters of different rock layers in the tunnel site area include the density, elastic modulus, Poisson's ratio, internal friction angle and cohesion of each stratum, fault and cleavage zone; the ground stress data of the entire tunnel site area includes the ground stress data of several measuring points in the tunnel site area, including the maximum horizontal principal stress, the minimum horizontal principal stress, the vertical principal stress and the direction of the maximum horizontal principal stress;

[0020] B3: Carry out three-dimensional ground stress field inversion of the tunnel site area to obtain the three-dimensional ground stress field of the tunnel site area;

[0021] Specifically: based on the contour distribution, fault distribution, cleavage zone distribution and stratum distribution of the tunnel site area obtained in B1, a three-dimensional geological model of the tunnel site area is established, the material parameters of the materials in the three-dimensional geological model of the tunnel site area are valued using the lithological parameters of different rock layers in the tunnel site area in B2, a part of the ground stress data of the measuring points in the ground stress data of the entire tunnel site area obtained in B2 is converted through coordinate conversion, the ground stress data of the measuring points is converted into ground stress data in the coordinate system of the three-dimensional geological model of the tunnel site area, including six ground stress components, then based on the established three-dimensional geological model of the tunnel site area, the neural network method is used to carry out inversion of the ground stress field of the tunnel site area, and the three-dimensional ground stress field of the tunnel site area is obtained, the inversion ground stress components and the measured ground stress components in the inversion three-dimensional ground stress field of the tunnel site area are compared, the relative error of each ground stress component of each measuring point is not higher than a set value, and one inversion success event P is recorded, the inversion success events of all measured ground stress components are counted, the average correctness rate of the ground stress inversion of the three-dimensional geological model of the tunnel site area is obtained, and the average correctness rate needs to be less than a set threshold value, otherwise the inversion is re-performed;

[0022] B4: Carry out stress relief method ground stress measurement of several measuring points in the evaluation area to obtain the ground stress data of each measuring point, including six ground stress components;

[0023] B5: carry out the inversion of the three-dimensional stress field of the evaluation area to obtain the three-dimensional stress field of the evaluation area;

[0024] Specifically: based on the geological defects obtained in A1, a refined geological model of the evaluation area is established, and the corresponding material parameters are given to the materials in the geological model of the evaluation area in combination with the mechanical parameters of the surrounding rock of the evaluation area obtained in A2; based on the in-situ stress data of the measuring points obtained in B4, the in-situ stress data of the measuring points selected from the three-dimensional stress field of the tunnel site obtained in B3 are used together for the inversion of the in-situ stress of the evaluation area to obtain the three-dimensional stress field of the evaluation area.

[0025] Further, the initial evaluation model of the time-lag rock burst induced by dynamic disturbance is established according to the size of the disturbance stress, the azimuth of the disturbance stress source and the disturbance frequency of each type of dynamic disturbance in the evaluation area, and specifically includes:

[0026] C1: a refined three-dimensional excavation model of the evaluation area is established, and material parameter assignment is performed;

[0027] Specifically: the cross-sectional view of the tunnel in the evaluation area is obtained through the tunnel design data, a three-dimensional excavation model of the evaluation area is established based on the spatial combination relationship between the geological defects obtained in A1 and the tunnel, and the corresponding numerical simulation material parameters are given to the materials in the three-dimensional excavation model of the evaluation area in combination with the mechanical parameters of the surrounding rock of the evaluation area obtained in A2;

[0028] C2: an initial evaluation model of the time-lag rock burst induced by dynamic disturbance is established based on the three-dimensional excavation model of the evaluation area;

[0029] The three-dimensional stress field of the evaluation area obtained in step B5 is added to the three-dimensional excavation model of the evaluation area, and a three-dimensional numerical transient excavation simulation is carried out on the three-dimensional excavation model of the evaluation area by using the engineering rock mass fracture process dynamic analysis software CASRock.Dyna, and an initial evaluation model of the time-lag rock burst induced by dynamic disturbance of the evaluation area after the tunnel excavation is completed is obtained after the simulation is completed;

[0030] C3: based on the initial evaluation model of the time-lag rock burst induced by dynamic disturbance obtained in C2, the numerical simulation of stress disturbance is carried out by using the engineering rock mass fracture process dynamic analysis software, the disturbance stress is set according to the size of the disturbance stress, the azimuth of the disturbance stress source and the disturbance frequency of each type of dynamic disturbance in the evaluation area in the numerical simulation, the stress and velocity nephogram are obtained, and whether the disturbance will induce the time-lag rock burst and the position range of the time-lag rock burst in the evaluation area are determined through the stress and velocity nephogram.

[0031] Further, the power disturbance induced time lag type rock burst initial evaluation model is optimized and iterated to obtain a power disturbance induced time lag type rock burst optimized evaluation model, and whether disturbance induces time lag type rock burst and the position of the time lag type rock burst are finally determined by using the power disturbance induced time lag type rock burst optimized evaluation model, and specifically comprising:

[0032] D1: obtaining a disturbance induced time lag type rock burst case occurring in the evaluation area; the time lag type rock burst case includes a disturbance stress type, a disturbance stress value, a disturbance source, a spatial relationship of a rock burst position and the rock burst range, the rock burst position and the rock burst range;

[0033] D2: based on the disturbance stress size, the frequency and the orientation in the disturbance induced time lag type rock burst case obtained in D1, dynamically adjusting and optimizing material parameters of the power disturbance induced time lag type rock burst initial evaluation model, so that the similarity between the simulated disturbance induced time lag type rock burst position and range and the disturbance induced time lag type rock burst case reaches a set threshold, thereby obtaining a power disturbance induced time lag type rock burst optimized evaluation model;

[0034] D3: using the power disturbance induced time lag type rock burst optimized evaluation model, performing numerical simulation of stress disturbance according to the C3 method to determine whether the evaluation area will induce time lag type rock burst due to disturbance and the position range of the time lag type rock burst.

[0035] The second aspect of the application provides a tunnel time lag type rock burst dynamic stress and geology comprehensive discrimination system for realizing a tunnel time lag type rock burst dynamic stress and geology comprehensive discrimination method, comprising:

[0036] An evaluation area disturbance parameter acquisition module is configured to acquire the size of disturbance stress generated by each type of dynamic disturbance in the evaluation area, the orientation of the disturbance stress source and the disturbance frequency.

[0037] An address defect and mechanical parameter acquisition module is configured to acquire the geological defects in the evaluation area and the spatial combination relationship between the geological defects and the tunnel, and simultaneously acquire the mechanical parameters of the surrounding rock in the evaluation area.

[0038] An evaluation area three-dimensional geostress field inversion module is configured to perform three-dimensional geostress field inversion of the evaluation area according to the acquired spatial combination relationship between the geological defects and the tunnel and the mechanical parameters of the surrounding rock in the evaluation area, to obtain a three-dimensional geostress field of the evaluation area.

[0039] A power disturbance induced time lag type rock burst initial evaluation model construction module is configured to establish a power disturbance induced time lag type rock burst initial evaluation model according to the acquired three-dimensional geostress field of the evaluation area, the size of disturbance stress generated by each type of dynamic disturbance in the evaluation area, the orientation of the disturbance stress source and the disturbance frequency.

[0040] The disturbance-induced time lag type rock burst discrimination module is used for optimizing iteration on a dynamic disturbance-induced time lag type rock burst initial evaluation model, obtaining a dynamic disturbance-induced time lag type rock burst optimized evaluation model, and finally determining whether there is disturbance-induced time lag type rock burst and the position of the disturbance-induced time lag type rock burst by using the dynamic disturbance-induced time lag type rock burst optimized evaluation model.

[0041] The third aspect of the present application provides an electronic device, comprising: a processor, a memory and a bus, the memory stores machine readable instructions executable by the processor, when the electronic device is running, the processor and the memory communicate through the bus, and the machine readable instructions are executed by the processor to perform the steps of the tunnel time lag type rock burst dynamic stress and geological comprehensive discrimination method.

[0042] The fourth aspect of the present application provides a computer readable storage medium, the computer readable storage medium stores a computer program, and the computer program is executed by a processor to perform the steps of the tunnel time lag type rock burst dynamic stress and geological comprehensive discrimination method.

[0043] The beneficial effects produced by the above technical solutions are as follows:

[0044] The present application provides a tunnel dynamic disturbance-induced time lag type rock burst discrimination method and system, which discriminates the risk of disturbance-induced time lag type rock burst after the current tunnel face is excavated by analyzing the disturbance stress size, the spatial relationship between the disturbance stress source and the tunnel, the disturbance stress cycle frequency, the disturbance stress superposition, the tunnel face, the spatial relationship between the structural plane and joint and the tunnel, and the characteristics of the structural plane and joint. The conventional numerical simulation combined with the time lag type rock burst of geological conditions does not consider the influence of disturbance, and the numerical calculation process only adjusts the stress after excavation, which is obviously inconsistent with the current tunnel blasting excavation and other site disturbance conditions. Therefore, there is a natural defect in the judgment of time lag type rock burst, which only considers the ideal situation without disturbance. The judgment of disturbance-induced time lag type rock burst combines the actual working conditions on site, can comprehensively evaluate the time lag type rock burst, and can better and more accurately judge the time lag type rock burst. Targeted support and control measures are taken for different disturbance stresses and geological defect conditions, which can reduce the engineering construction risk to a certain extent, reduce economic damage, and ensure the safety of construction personnel. It has good application value for underground engineering with frequent rock burst disasters, frequent excavation disturbance, active earthquakes and complex geological structure. BRIEF DESCRIPTION OF DRAWINGS

[0045] Figure 1 It is a tunnel time lag type rock burst dynamic stress and geological comprehensive discrimination method and system flowchart in the embodiments of the present application;

[0046] Figure 2Fig. 1 is a diagram of power disturbance types in an embodiment of the present application; wherein (a) is a disturbance caused by drill and blast method; (b) is a disturbance caused by adjacent tunnel blasting excavation; (c) is a disturbance caused by fault slip around the tunnel; (d) is a disturbance caused by earthquake;

[0047] Figure 3 Fig. 2 is a flowchart of dynamic three-dimensional geostress field inversion in an embodiment of the present application;

[0048] Figure 4 Fig. 3 is a three-dimensional excavation model in an embodiment of the present application;

[0049] Figure 5 Fig. 4 is an initial evaluation model of time-lag rock burst in an embodiment of the present application;

[0050] Figure 6 Fig. 5 is a drill and blast method disturbance boundary setting in an embodiment of the present application;

[0051] Figure 7 Fig. 6 is an earthquake disturbance boundary setting in an embodiment of the present application;

[0052] Figure 8 Fig. 7 is a form of time-lag rock burst induced by drill and blast method disturbance in different structural plane conditions in an embodiment of the present application; wherein (a) is time-lag rock burst at a single structural plane caused by drill and blast method disturbance; (b) is time-lag rock burst at two groups of structural planes caused by drill and blast method disturbance; (c) is time-lag rock burst at multiple groups of structural planes caused by drill and blast method disturbance. DETAILED DESCRIPTION

[0053] The specific embodiments of the present application will be further described in detail below with reference to the accompanying drawings and examples. The following examples are used to illustrate the present application, but are not used to limit the scope of the present application.

[0054] A tunnel time delay type rock burst dynamic stress and geology comprehensive discrimination method, through measuring disturbance stress in the evaluation area and obtaining seismic wave by consulting historical seismic data, the disturbance stress size and orientation are obtained, at the same time, the geological defects in the evaluation area and the spatial combination relationship with the tunnel are obtained. Through the inversion of the ground stress in the tunnel site area, combined with the ground stress measurement and the geological defect situation in the evaluation area, the fine ground stress inversion result of the evaluation area is obtained. The transient excavation numerical simulation of the evaluation area is carried out by using the engineering rock mass fracture process dynamic analysis software CASRock.Dyna, and the initial evaluation model of the time delay type rock burst in the evaluation area is obtained. On the basis of the initial evaluation model of the time delay type rock burst in the evaluation area, according to the measured disturbance stress or seismic wave data in the evaluation area, CASRock.Dyna is used to carry out preliminary discrimination of dynamic disturbance induced time delay type rock burst in the evaluation area. Through the disturbance stress characteristics and the geological defect characteristics of the time delay type rock burst that has occurred in the evaluation area, the initial evaluation model and the disturbance stress are optimized and adjusted, and the optimized model is obtained, and then the numerical calculation of different disturbance stresses and different geological defects is carried out, so that the occurrence and the position range of the time delay type rock burst can be quickly and comprehensively judged through the disturbance stress and the geological situation of the field monitoring. The specific process is shown in Figure 1 , the specific implementation steps are as follows:

[0055] Step 1: Obtain the size of the disturbance stress generated by each type of dynamic disturbance in the evaluation area, the orientation of the disturbance stress source and the disturbance frequency, as shown in Figure 2 The types of dynamic disturbance include disturbance generated by drill and blast method, disturbance generated by adjacent tunnel blasting excavation, disturbance generated by fault slip around the tunnel and seismic disturbance; the evaluation area is the area that needs to be evaluated;

[0056] Specifically, triaxial acceleration sensors are installed on the vault, both sides of the arch shoulder and the arch waist of the tunnel section in the evaluation area, the velocity time history curve under the conditions of disturbance generated by drill and blast method, disturbance generated by adjacent tunnel blasting excavation and disturbance generated by fault slip around the tunnel is obtained, and the disturbance stress time history curve is calculated and obtained according to the velocity time history curve, the disturbance stress size and frequency are identified, for the disturbance generated by drill and blast method and the disturbance generated by adjacent tunnel blasting excavation, the orientation of the disturbance stress source is obtained through the position of the working face, for the disturbance generated by fault slip around the tunnel, the orientation of the disturbance stress source is obtained through advanced geological prediction or the position of the revealed fault; at the same time, through consulting the seismic data, the seismic wave type of the evaluation area is obtained, the seismic wave type is the acceleration time history curve of the seismic wave, the velocity time history curve is obtained by integration and the corresponding disturbance stress time history curve is calculated, the disturbance stress size and frequency are identified, and the bottom of the tunnel (5 times the hole diameter) is set as the orientation of the disturbance stress source;

[0057] The method for calculating and obtaining the disturbance stress time history curve according to the velocity time history curve is:

[0058] (1);

[0059] wherein, is the stress, is the rock density, is the Lame constant, is the elastic modulus, is the Poisson's ratio, is the shear modulus and is the monitored velocity;

[0060] Step 2: Obtain the geological defects and the spatial combination relationship between the geological defects and the tunnel of the evaluation area, and obtain the mechanical parameters of the surrounding rock of the evaluation area;

[0061] Step 2.1: Obtain the advanced geological prediction in a set range in front of the working face of the evaluation area, and obtain the geological defects of the evaluation area in combination with the site reconnaissance, draw a geological distribution map, and determine the spatial combination relationship between the geological defects and the tunnel; the geological defects include structural plane, fault, fracture zone, fold, discontinuous section, joint and fissure;

[0062] In the embodiment, the set range in front of the working face is 150m~200m, and the TSP elastic wave method is used to obtain the advanced geological prediction; the spatial combination relationship between the geological defects and the tunnel, for example, a group of structural planes intersect with the tunnel, two groups of structural planes do not intersect with the tunnel, etc.

[0063] Step 2.2: Obtain the rock core of the surrounding rock of the evaluation area, and obtain the mechanical parameters of the surrounding rock of the evaluation area, including the internal friction angle, the cohesive force, the elastic modulus, the Poisson's ratio, the tensile strength, the residual internal friction angle and the residual cohesive force, by carrying out indoor uniaxial test, triaxial test and Brazilian splitting test on the rock core of the surrounding rock of the evaluation area;

[0064] In the embodiment, the rock core of the surrounding rock of the tunnel in the excavated mileage is obtained by a horizontal impact coring multifunctional drill;

[0065] Step 3: As shown in Figure 3 , according to the obtained geological defects of the evaluation area and the spatial combination relationship between the geological defects and the tunnel and the mechanical parameters of the surrounding rock of the evaluation area, a three-dimensional ground stress field inversion of the evaluation area is carried out, and a three-dimensional ground stress field of the evaluation area is obtained;

[0066] Step 3.1: Refer to the geological data in the survey stage to obtain the contour line distribution, fault distribution, cleavage zone distribution and stratum distribution of the tunnel site area;

[0067] ​​The embodiment obtains the contour line distribution, the major fault distribution, the cleavage zone distribution and the stratum distribution of the entire tunnel site area by consulting the preliminary geological survey (scale, i.e. the distance on the map / the actual distance, 1:50000, 1:1000, 1:2000, 1:500), remote sensing interpretation (scale, i.e. the distance on the map / the actual distance, 1:50000, 1:10000), drilling (shallow hole, deep hole, horizontal drilling or inclined hole), geophysical prospecting (ground audio-frequency magnetotelluric method, airborne geophysical prospecting) information;

[0068] Step 3.2: Consult the geological exploration report of the survey stage, and obtain the ground stress data of the entire tunnel site area and the lithological parameters of different rock layers of the tunnel site area through deep hole testing;

[0069] The embodiment obtains the ground stress data of the entire tunnel site area by consulting the geological exploration report and performing deep hole testing, including the maximum horizontal principal stress, the minimum horizontal principal stress, the vertical principal stress and the maximum horizontal principal stress direction of the measuring point. At the same time, the lithological parameters of different rock layers are obtained, including the density, the elastic modulus, the Poisson's ratio, the internal friction angle and the cohesion of each stratum, major fault and cleavage zone.

[0070] Step 3.3: Perform three-dimensional ground stress field inversion of the tunnel site area to obtain the three-dimensional ground stress field of the tunnel site area;

[0071] Specifically: based on the contour line distribution, the major fault distribution, the cleavage zone distribution and the stratum distribution of the tunnel site area obtained in step 3.1, a three-dimensional geological model of the tunnel site area is established, the material parameters of the materials in the three-dimensional geological model of the tunnel site area are valued by using the lithological parameters (including the density, the elastic modulus, the Poisson's ratio, the internal friction angle and the cohesion) of different rock layers of the tunnel site area obtained in step 3.2, and the ground stress data (the maximum horizontal principal stress, the minimum horizontal principal stress, the vertical principal stress and the maximum horizontal principal stress direction) of a part of measuring points in the ground stress data of the entire tunnel site area obtained in step 3.2 are converted through coordinate conversion, so that the ground stress data of the part of measuring points are converted into the ground stress data in the coordinate system (x, y, z) of the three-dimensional geological model of the tunnel site area, including six ground stress components wherein, and represent the principal stresses in the x, y and z directions, respectively, , respectively represent the xy direction shear stress, the xz direction shear stress and the yz direction shear stress, and then based on the established three-dimensional geological model of the tunnel site, the neural network method is used to carry out the inversion of the stress field of the tunnel site, (for specific inversion method, refer to the published literature of the research group Fuyuan Tan, Haosen Guo, Pegnzhi Pan et al., Integrated approach of predicting rock stability in high mountain valley underground caverns, Underground Space, 2024, 19:317-341.), obtain the three-dimensional stress field of the tunnel site, compare the inversion stress components and the measured stress components in the three-dimensional stress field of the tunnel site, the relative error of each stress component of each measuring point is not higher than 20%, record a successful inversion event P, and count the inversion success events of all measured stress components, obtain the average correctness of the stress inversion of the three-dimensional geological model of the tunnel site, the average correctness is not less than 80%, otherwise re-inversion;

[0072] In the embodiment, the relative error calculation formula of each stress component of each measuring point is:

[0073] (2) ;

[0074] wherein, is the relative error of each stress component of each measuring point, is the measured stress component, i = 1, 2, 3, j = 1, 2, 3, is the inversion stress component, the stress in the embodiment includes six components The average correctness calculation formula of the stress inversion of the three-dimensional geological model of the tunnel site in the embodiment is: , is the number of stress components participating in the evaluation, is the total number of successful events of the inversion of the statistical stress components.

[0075] In order to more accurately judge and evaluate the time lag rock burst risk induced by dynamic disturbance in the evaluation area, it is not enough to use the three-dimensional stress inversion data of the tunnel site, because the geological model used in the tunnel site only contains large faults and splitting zones, and does not consider the joints and structural planes revealed by excavation, and at the same time, the deep hole stress measurement at the geological exploration stage considers that the maximum principal stress and minimum principal stress directions are in the horizontal plane, which has certain limitations. Therefore, for the evaluation area, further dynamic three-dimensional stress field inversion is carried out.

[0076] Step 3.4: Stress relief method is used to measure the stress at at least two points in the evaluation area, i.e. hollow inclusion stress measurement is carried out, and the stress data of each point in the evaluation area is obtained, including six stress components;

[0077] Step 3.5: Three-dimensional stress field inversion is carried out in the evaluation area to obtain the three-dimensional stress field in the evaluation area.

[0078] Specifically: based on the geological defects (structural plane, fault, fracture zone, fold, discontinuous section, joint and fracture) obtained in step 2.1, a refined geological model of the evaluation area is established, and the corresponding material parameters are given to the materials in the geological model of the evaluation area in combination with the mechanical parameters (internal friction angle, cohesion, elastic modulus, Poisson's ratio, tensile strength, residual internal friction angle and residual cohesion) of the surrounding rock in the evaluation area obtained in step 2.2; based on the stress data of the measurement points obtained in step 3.4, and in order to make the data sufficient for the stress inversion in the evaluation area, considering the existing measured stress data in the whole tunnel site area in the survey stage, the stress data of 10 measurement points selected from the three-dimensional stress field of the tunnel site area obtained in step 3.3 are used for the stress inversion in the evaluation area, and the three-dimensional stress field in the evaluation area is obtained. The specific inversion method and requirements are referred to step 3.3;

[0079] Step 4: According to the three-dimensional stress field in the evaluation area, the size of the disturbance stress generated by each type of dynamic disturbance in the evaluation area obtained in step 1, the orientation of the disturbance stress source and the disturbance frequency, an initial evaluation model of dynamic disturbance induced time-lag rockburst is established, and the initial evaluation model of dynamic disturbance induced time-lag rockburst is used to preliminarily identify the region of disturbance induced time-lag rockburst;

[0080] Step 4.1: A refined three-dimensional excavation model of the evaluation area is established, and the material parameters are assigned;

[0081] Specifically: the cross-sectional view of the tunnel in the evaluation area is obtained through the tunnel design data, a refined three-dimensional excavation model of the evaluation area is established based on the geological defects (structural plane, fault, fracture zone, fold, discontinuous section, joint and fracture) obtained in step 2.1 and the spatial combination relationship between the geological defects and the tunnel, as shown in Figure 4 in combination with the mechanical parameters (internal friction angle, cohesion, elastic modulus, Poisson's ratio, tensile strength, residual internal friction angle and residual cohesion) of the surrounding rock in the evaluation area obtained in step 2.2, the corresponding numerical simulation material parameters are given to the materials in the three-dimensional excavation model of the evaluation area.

[0082] Step 4.2: An initial evaluation model of dynamic disturbance induced time-lag rockburst is established based on the three-dimensional excavation model of the evaluation area;

[0083] Since the drill and blast method is a transient excavation, the general excavation simulation is not related to time, and cannot restore the nature of transient excavation unloading. For the above reasons, the three-dimensional stress field of the evaluation area obtained in step 3.5 is added to the three-dimensional excavation model of the evaluation area, and the three-dimensional numerical transient excavation simulation is carried out on the three-dimensional excavation model of the evaluation area by using the engineering rock mass fracture process dynamic analysis software CASRock. Dyn, and the initial evaluation model of the dynamic disturbance induced time-lag rock burst of the tunnel excavation completion in the evaluation area is obtained after the simulation is completed, as shown in Figure 5 .

[0084] In this embodiment, a three-dimensional numerical model is established in the modeling software. The size of the tunnel is based on the tunnel cross-sectional information, and the width and height of the model are not less than 5 times the size of the tunnel diameter. The length of the model is referenced to the length of the geological defect, as shown in Figure 4 . The model uses 8-node 185 elements. The refined three-dimensional stress inversion data is used as the stress data of the simulation area, and the boundary of the model along the axial direction of the tunnel is displacement constrained. Since the transient excavation is a dynamic excavation process, the dynamic excavation numerical simulation needs to release the upper and lower boundary constraints of the model and then apply the dynamic boundary, so only the upper and lower boundary nodes of the model need to be identified. The material parameters are set by the internal friction angle, cohesion, elastic modulus, Poisson's ratio, tensile strength, residual internal friction angle, and residual cohesion obtained in step 2.2. The constitutive model is selected as ideal plasticity, the model excavation step is set to 3m per step, and the three-dimensional numerical transient excavation simulation is carried out by using the engineering rock mass fracture process dynamic analysis software CASRock. Dyn until the tunnel excavation in the evaluation area is completed. The calculation result model of the last time step is used as the initial evaluation model of the dynamic disturbance induced time-lag rock burst.

[0085] Step 4.3: Based on the initial evaluation model of the dynamic disturbance induced time-lag rock burst obtained in step 4.2, the stress disturbance numerical simulation is carried out by using the engineering rock mass fracture process dynamic analysis software CASRock. Dyn. In the numerical simulation, the disturbance stress is set according to the disturbance stress size, disturbance stress source direction and disturbance frequency of each type of dynamic disturbance in the evaluation area obtained in step 1, and the stress and velocity nephograms are obtained. The stress nephogram and the velocity nephogram are used to determine whether the evaluation area will induce time-lag rock burst and the position range of the time-lag rock burst due to disturbance;

[0086] For the drill and blast method disturbance, the adjacent tunnel disturbance and the fault disturbance boundary, the viscoelastic boundary is applied. For the drill and blast method, see Figure 6 . For the earthquake disturbance, the upper and lower boundaries of the initial evaluation model are free face boundaries, and the front, rear and left and right boundaries are self-field boundaries, as shown in Figure 7 .

[0087] Step 5: Optimize the initial evaluation model of the dynamic disturbance-induced time-lag rock burst to obtain an optimized evaluation model of the dynamic disturbance-induced time-lag rock burst, and finally determine whether the disturbance induces the time-lag rock burst and the position of the time-lag rock burst by using the optimized evaluation model of the dynamic disturbance-induced time-lag rock burst;

[0088] Step 5.1: Obtain the case of the disturbance-induced time-lag rock burst in the evaluation area;

[0089] In this embodiment, the case of the time-lag rock burst includes the disturbance stress type, the disturbance stress value, the spatial relationship between the disturbance source and the rock burst position, the rock burst position, and the rock burst range;

[0090] Step 5.2: Based on the disturbance stress size, frequency, and orientation in the case of the disturbance-induced time-lag rock burst obtained in step 5.1, dynamically adjust and optimize the material parameters of the initial evaluation model of the dynamic disturbance-induced time-lag rock burst, so that the simulated position and range of the disturbance-induced time-lag rock burst are similar to the case of the disturbance-induced time-lag rock burst, thereby obtaining the optimized evaluation model of the dynamic disturbance-induced time-lag rock burst;

[0091] Step 5.3: Use the optimized evaluation model of the dynamic disturbance-induced time-lag rock burst to perform numerical simulation of stress disturbance according to the method of step 4.3, to determine whether the time-lag rock burst is induced by the disturbance in the evaluation area and the position and range of the time-lag rock burst;

[0092] Due to the complexity of the disturbance stress and the geological structure, there are many types of structural plane distribution around the tunnel, such as single structural plane type, two groups of structural plane intersection type, and multiple groups of structural plane tangential type, as shown in Figure 5 In subsequent use, only the optimized evaluation model of the dynamic disturbance-induced time-lag rock burst obtained in step 5.2 is needed to be added or changed in the spatial combination relationship (relative spatial position, distance between geological defects, multiple groups of geological defects), material parameters (density, elastic modulus, Poisson's ratio, internal friction angle, and cohesive force) of the geological defects, disturbance stress size, and disturbance stress orientation, according to step 4.3, to obtain the corresponding stress and velocity nephogram, so as to correspondingly determine whether the time-lag rock burst is induced by the disturbance and the position and range of the time-lag rock burst, and then the time-lag rock burst and the position and range of the time-lag rock burst can be quickly and comprehensively judged by the disturbance stress and the geological conditions monitored on site, as shown in Figure 8 .

[0093] The embodiment also provides a tunnel time-lag rock burst dynamic stress and geological comprehensive discrimination system for realizing a tunnel time-lag rock burst dynamic stress and geological comprehensive discrimination method, which comprises the following steps:

[0094] The evaluation area disturbance parameter acquisition module is configured to acquire the disturbance stress generated by each type of dynamic disturbance in the evaluation area, the azimuth of the disturbance stress source, and the disturbance frequency.

[0095] The address defect and mechanical parameter acquisition module is configured to acquire the geological defects in the evaluation area and the spatial combination relationship between the geological defects and the tunnel, and acquire the mechanical parameters of the surrounding rock in the evaluation area.

[0096] The evaluation area three-dimensional ground stress field inversion module is configured to perform three-dimensional ground stress field inversion in the evaluation area according to the acquired geological defects in the evaluation area, the spatial combination relationship between the geological defects and the tunnel, and the mechanical parameters of the surrounding rock in the evaluation area, to obtain the three-dimensional ground stress field in the evaluation area.

[0097] The dynamic disturbance induced time-lag type rock burst initial evaluation model construction module is configured to construct a dynamic disturbance induced time-lag type rock burst initial evaluation model according to the acquired three-dimensional ground stress field in the evaluation area, the disturbance stress generated by each type of dynamic disturbance in the evaluation area, the azimuth of the disturbance stress source, and the disturbance frequency.

[0098] The disturbance induced time-lag type rock burst discrimination module is configured to optimize and iterate the dynamic disturbance induced time-lag type rock burst initial evaluation model, to obtain a dynamic disturbance induced time-lag type rock burst optimized evaluation model, and finally determine whether there is a disturbance induced time-lag type rock burst and the position of the disturbance induced time-lag type rock burst by using the dynamic disturbance induced time-lag type rock burst optimized evaluation model.

[0099] The embodiment also provides an electronic device, including a processor, a memory, and a bus, the memory stores machine readable instructions executable by the processor, when the electronic device is running, the processor and the memory communicate through the bus, and the machine readable instructions are executed by the processor to perform the steps of the tunnel time-lag type rock burst dynamic stress and geological comprehensive discrimination method.

[0100] The embodiment also provides a computer readable storage medium, the computer readable storage medium stores a computer program, and the computer program is executed by the processor to perform the steps of the tunnel time-lag type rock burst dynamic stress and geological comprehensive discrimination method.

[0101] Finally, it should be noted that: the above embodiments are only used to illustrate the technical solutions of the present application, and not to limit them; although the present application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that: it can still modify the technical solutions recorded in the foregoing embodiments, or make equivalent replacement to part or all of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the scope defined by the present application.

Claims

1. A method for comprehensively judging tunnel time-delay rockburst dynamic stress and geological conditions, characterized in that, Includes the following steps: The magnitude, location, and frequency of the disturbance stress generated by various types of dynamic disturbances in the evaluation area are obtained; the evaluation area is the region that needs to be evaluated. Obtain the geological defects in the assessment area and the spatial combination relationship between the geological defects and the tunnel, and at the same time obtain the mechanical parameters of the surrounding rock in the assessment area; Based on the obtained geological defects in the assessment area and the spatial combination relationship between geological defects and tunnels, as well as the mechanical parameters of the surrounding rock in the assessment area, a three-dimensional geostress field inversion of the assessment area is carried out to obtain the three-dimensional geostress field of the assessment area. Based on the obtained three-dimensional geostress field of the assessment area, the magnitude of the disturbance stress generated by various types of dynamic disturbances in the assessment area, the location of the disturbance stress source and the disturbance frequency, an initial assessment model for dynamic disturbance-induced time-delay rockburst is established. The initial assessment model for dynamic disturbance-induced time-delay rockburst was optimized and iterated to obtain an optimized assessment model for dynamic disturbance-induced time-delay rockburst. The optimized assessment model was then used to finally determine whether there was a disturbance-induced time-delay rockburst and the location of the induced time-delay rockburst.

2. The method for comprehensive judgment of tunnel time-delay rockburst dynamic stress and geology according to claim 1, characterized in that, The types of dynamic disturbances include disturbances generated by drill-and-blast method, disturbances generated by blasting excavation of adjacent tunnels, disturbances generated by fault slippage around the tunnel, and seismic disturbances.

3. The method for comprehensive judgment of tunnel time-delay rockburst dynamic stress and geology according to claim 1, characterized in that, The method for obtaining the magnitude, location, and frequency of disturbance stress generated by various types of dynamic disturbances in the assessment area is as follows: Triaxial accelerometers are installed at the arch crown, both sides of the arch shoulder, and the arch waist of the tunnel section in the assessment area to obtain velocity-time history curves under conditions of disturbance caused by drill-and-blast method, disturbance caused by blasting excavation of adjacent tunnels, and disturbance caused by fault slippage around the tunnel. The disturbance stress time history curve is calculated based on the velocity-time history curves to identify the magnitude and frequency of the disturbance stress. For disturbances caused by drill-and-blast method and disturbances caused by blasting excavation of adjacent tunnels, the location of the disturbance stress source is obtained through the tunnel face location. For disturbances caused by fault slippage around the tunnel, the location of the disturbance stress source is obtained through advanced geological prediction or the location of the revealed fault. Simultaneously, by consulting seismic data, the seismic waveform of the assessment area is obtained. The seismic waveform is the acceleration-time history curve of the seismic wave. The velocity-time history curve is obtained through integration, and the corresponding disturbance stress time history curve is calculated to identify the magnitude and frequency of the disturbance stress. The bottom of the tunnel is set as the location of the disturbance stress source.

4. The method for comprehensive judgment of tunnel time-delay rockburst dynamic stress and geology according to claim 1, characterized in that, The acquisition of geological defects in the assessment area and their spatial combination with the tunnel, along with the acquisition of mechanical parameters of the surrounding rock in the assessment area, specifically includes: A1: Obtain advanced geological forecasts within a set range ahead of the tunnel face in the assessment area, and combine them with on-site reconnaissance to obtain geological defects in the assessment area, and determine the spatial combination relationship between geological defects and the tunnel; the geological defects include structural planes, faults, fracture zones, folds, discontinuous sections, joints and fissures; A2: Obtain rock cores of the surrounding rock in the assessment area. The mechanical parameters of the surrounding rock in the assessment area, including internal friction angle, cohesion, elastic modulus, Poisson's ratio, tensile strength, residual internal friction angle, and residual cohesion, are obtained by conducting indoor uniaxial tests, triaxial tests, and Brazilian splitting tests on the rock cores.

5. The method for comprehensive judgment of tunnel time-delay rockburst dynamic stress and geology according to claim 4, characterized in that, Based on the obtained geological defects in the assessment area, the spatial combination relationship between geological defects and tunnels, and the mechanical parameters of the surrounding rock in the assessment area, a three-dimensional geostress field inversion of the assessment area is carried out to obtain the three-dimensional geostress field of the assessment area, specifically including: B1: Obtain the contour line distribution, major fault distribution, cleavage zone distribution, and stratigraphic distribution of the tunnel site area; B2: Obtain geostress data and lithological parameters of different rock strata in the entire tunnel site area through deep-hole testing. The lithological parameters of different rock strata in the tunnel site area include the density, elastic modulus, Poisson's ratio, internal friction angle, and cohesion of each stratum, major fault, and cleavage zone. The geostress data of the entire tunnel site area includes geostress data at several measuring points in the tunnel site area, including the maximum horizontal principal stress, minimum horizontal principal stress, vertical principal stress, and direction of the maximum horizontal principal stress. B3: Conduct a three-dimensional inversion of the geostress field in the tunnel site area to obtain the three-dimensional geostress field in the tunnel site area; Specifically: Based on the contour line distribution, major fault distribution, cleavage zone distribution, and stratigraphic distribution of the tunnel site area obtained from B1, a three-dimensional geological model of the tunnel site area is established. The lithological parameters of different rock layers in the tunnel site area from B2 are used to assign material parameters to the materials in the three-dimensional geological model of the tunnel site area. The geostress data of a portion of the measuring points in the geostress data of the entire tunnel site area obtained from B2 are transformed into geostress data in the coordinate system of the three-dimensional geological model of the tunnel site area, including six geostress components. Then, based on the established three-dimensional geological model of the tunnel site area, a neural network method is used to invert the geostress field of the tunnel site area, obtaining the three-dimensional geostress field. The inverted geostress components in the three-dimensional geostress field of the tunnel site area are compared with the measured geostress components. If the relative error of each geostress component at each measuring point is not higher than a set value, a successful inversion event P is recorded. All successful inversion events of measured geostress components are counted to obtain the average accuracy rate of the geostress inversion of the three-dimensional geological model of the tunnel site area. The average accuracy rate must be less than a set threshold; otherwise, the inversion is repeated. B4: Conduct stress relief method geostress measurements at several measuring points in the assessment area to obtain geostress data for each measuring point, including six geostress components; B5: Conduct a three-dimensional geostress field inversion of the assessment area to obtain the three-dimensional geostress field of the assessment area; Specifically: Based on the geological defects obtained in A1, a refined geological model of the assessment area is established. Combined with the mechanical parameters of the surrounding rock of the assessment area obtained in A2, the materials in the geological model of the assessment area are assigned corresponding material parameters. Based on the geostress data of the measuring points obtained in B4, geostress data of a set number of measuring points are selected from the three-dimensional geostress field of the tunnel site obtained by inversion in B3, and used together for geostress inversion of the assessment area to obtain the three-dimensional geostress field of the assessment area.

6. The method for comprehensive judgment of tunnel time-delay rockburst dynamic stress and geology according to claim 5, characterized in that, The initial assessment model for dynamic disturbance-induced time-delay rockburst is established based on the magnitude of the disturbance stress, the location of the disturbance stress source, and the disturbance frequency of various types of dynamic disturbances in the assessment area. Specifically, this includes: C1: Establish a detailed three-dimensional excavation model of the assessment area and assign material parameters; Specifically: Obtain cross-sectional views of the tunnel in the assessment area through tunnel design data; based on the spatial combination relationship between geological defects and tunnels in the assessment area obtained from A1, establish a three-dimensional excavation model of the assessment area; and combine the mechanical parameters of the surrounding rock in the assessment area obtained from A2 to assign corresponding numerical simulation material parameters to the materials of the three-dimensional excavation model of the assessment area. C2: An initial assessment model for dynamic disturbance-induced time-delay rockburst was established based on a three-dimensional excavation model of the assessment area; The three-dimensional geostress field of the assessment area obtained in step B5 is added to the three-dimensional excavation model of the assessment area. The three-dimensional numerical transient excavation simulation is carried out on the three-dimensional excavation model of the assessment area using the engineering rock mass fracture process dynamic analysis software CASRock.Dyna. After the simulation is completed, the initial assessment model of dynamic disturbance-induced time-delay rockburst after the tunnel excavation in the assessment area is obtained. C3: Based on the initial assessment model of time-delay rockburst induced by dynamic disturbance obtained in C2, numerical simulation of stress disturbance is performed using engineering rock mass fracture process dynamic analysis software. In the numerical simulation, the disturbance stress is set according to the magnitude of the disturbance stress generated by each type of dynamic disturbance in the assessment area, the orientation of the disturbance stress source, and the disturbance frequency. Stress and velocity cloud maps are obtained. The stress cloud map and velocity cloud map are used to determine whether the disturbance will induce time-delay rockburst in the assessment area and the location range of time-delay rockburst.

7. The method for comprehensive judgment of tunnel time-delay rockburst dynamic stress and geology according to claim 6, characterized in that, The initial assessment model for dynamic disturbance-induced time-delay rockburst is optimized and iterated to obtain an optimized assessment model for dynamic disturbance-induced time-delay rockburst. This optimized model is then used to ultimately determine whether a disturbance induces a time-delay rockburst and the location of such an event. Specifically, this includes: D1: Obtain cases of time-delayed rockbursts induced by disturbances occurring in the assessment area; the time-delayed rockburst cases include the type of disturbance stress, the value of the disturbance stress, the spatial relationship between the disturbance source and the location of the rockburst, the location of the rockburst, and the range of the rockburst; D2: Based on the magnitude, frequency, and orientation of the disturbance stress in the disturbance-induced time-delay rockburst case obtained in D1, the material parameters of the initial evaluation model of the dynamic disturbance-induced time-delay rockburst are dynamically adjusted and optimized so that the similarity between the simulated disturbance-induced time-delay rockburst location and range and the disturbance-induced time-delay rockburst case reaches a set threshold, thereby obtaining the optimized evaluation model of the dynamic disturbance-induced time-delay rockburst. D3: Using the optimized evaluation model of dynamic disturbance-induced time-delay rockburst, numerical simulation of stress disturbance is performed according to the C3 method to determine whether the evaluation area will be induced by the disturbance and the location range of the time-delay rockburst.

8. A tunnel time-delay type rockburst dynamic stress and geological comprehensive discrimination system, characterized in that, A method for comprehensively determining tunnel time-delay rockburst dynamic stress and geology as described in any one of claims 1 to 7 includes: The disturbance parameter acquisition module for the assessment area is used to acquire the magnitude of the disturbance stress, the location of the disturbance stress source, and the disturbance frequency generated by various types of dynamic disturbances in the assessment area. The geological defect and mechanical parameter acquisition module is used to acquire geological defects in the assessment area and the spatial combination relationship between geological defects and the tunnel, and at the same time acquire the mechanical parameters of the surrounding rock in the assessment area. The three-dimensional geostress field inversion module for the assessment area is used to perform three-dimensional geostress field inversion in the assessment area based on the obtained geological defects in the assessment area, the spatial combination relationship between geological defects and tunnels, and the mechanical parameters of the surrounding rock in the assessment area, so as to obtain the three-dimensional geostress field of the assessment area. The module for constructing an initial assessment model for dynamic disturbance-induced time-delay rockburst is used to establish an initial assessment model for dynamic disturbance-induced time-delay rockburst based on the obtained three-dimensional geostress field of the assessment area, the magnitude of disturbance stress generated by various types of dynamic disturbances in the assessment area, the orientation of the disturbance stress source, and the disturbance frequency. The disturbance-induced time-delay rockburst discrimination module is used to optimize and iterate the initial evaluation model of dynamic disturbance-induced time-delay rockburst to obtain the optimized evaluation model of dynamic disturbance-induced time-delay rockburst. Finally, the optimized evaluation model of dynamic disturbance-induced time-delay rockburst is used to determine whether there is a disturbance-induced time-delay rockburst and the location of the induced time-delay rockburst.

9. An electronic device, characterized in that, include: The device includes a processor, a memory, and a bus. The memory stores machine-readable instructions executable by the processor. When the electronic device is running, the processor communicates with the memory via the bus. When the machine-readable instructions are executed by the processor, they perform the steps of the tunnel time-delay rockburst dynamic stress and geological comprehensive discrimination method according to any one of claims 1 to 7.

10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a computer program that, when executed by a processor, performs the steps of a tunnel time-delay rockburst dynamic stress and geological comprehensive discrimination method as described in any one of claims 1 to 7.

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