A tunnel time delay type rock burst dynamic stress and geology comprehensive discrimination method and system

Abstract

The application discloses a tunnel time-lag type rock burst dynamic stress and geology comprehensive discrimination method and system, and relates to the technical field of tunnel engineering. The application discriminates the risk of current disturbance-induced time-lag type rock burst after the excavation of a working face 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 condition, the working face condition, the spatial relationship between the structural plane and joint and the tunnel, and the self characteristics of the structural plane and joint. The judgment of disturbance-induced time-lag type rock burst is combined with the actual working condition, the time-lag type rock burst can be comprehensively evaluated, and the time-lag type rock burst can be better and more accurately judged. Targeted support and prevention and control measures are taken according to different disturbance stresses and geological defect conditions, the engineering construction risk can be reduced to a certain extent, the economic damage can be reduced, the safety of construction personnel can be ensured, and the application has good application value for underground engineering with frequent rock burst disasters, frequent excavation disturbance, frequent earthquakes and complex geological structure.

Description

Technical Field

[0001] This invention belongs to the field of tunnel engineering technology, and in particular relates to a method and system for comprehensive judgment of tunnel time-delay rockburst dynamic stress and geology. Background Technology

[0002] As railway tunnels are constructed westward, they will traverse numerous mountains exceeding 4,000 meters in altitude, with over 15 deep-buried tunnels exceeding 15 kilometers in length. During the construction of these deep-buried tunnels, extreme conditions such as complex geological structures and extremely high ground stress exist. After the excavation and unloading of hard and brittle rock masses, the occurrence of rockburst disasters induced by drilling and blasting methods, earthquakes, fault slippage, and dynamic disturbances from adjacent tunnel excavation is increasing, and the severity of the damage is also escalating. Compared to rockbursts near the tunnel face, disturbance-induced rockbursts are more sudden, difficult to monitor, and difficult to predict, easily causing psychological panic among on-site construction personnel and posing a serious threat to the construction safety of deep tunnel projects.

[0003] Current rockburst prediction systems mainly include empirical criteria, statistical assessment, and in-situ microseismic monitoring. Empirical indicators of rockburst tendency are often constructed based on strength and energy theories, using existing case studies to classify thresholds for no rockburst, minor rockburst, moderate rockburst, and severe rockburst. Commonly used indicators include the Hoek criterion, the brittleness criterion, and the elastic deformation energy index. Due to the limited parameters used in single-indicator criteria during rockburst assessment, some scholars have used statistical methods to overcome the limitations of single indicators, such as support vector machines for rockburst prediction. However, both empirical criteria and statistical assessment cannot account for complex geological structures, let alone distinguish between time-delayed rockbursts caused by dynamic disturbances. Current microseismic monitoring for rockburst prediction is also conducted near the working face, requiring significant manpower and resources, and has a low success rate in identifying time-delayed rockbursts caused by dynamic disturbances. Summary of the Invention

[0004] To address the shortcomings of existing technologies, this invention provides a method and system for comprehensively identifying time-delay rockburst dynamic stress and geology in tunnels. This solves the technical problem that existing methods do not adequately consider the dynamic stress disturbance-induced time-delay rockburst, resulting in a low success rate in identifying time-delay rockbursts.

[0005] The technical solution of this invention is as follows:

[0006] The first aspect of this invention provides a method for comprehensive identification of tunnel time-delay rockburst dynamic stress and geological conditions, comprising the following steps:

[0007] 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.

[0008] 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;

[0009] 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.

[0010] 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.

[0011] 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.

[0012] Furthermore, 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.

[0013] Furthermore, the method for obtaining 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 specifically involves: installing triaxial accelerometers at the arch crown, both sides of the arch shoulders, and the arch waist of the tunnel section in the assessment area to obtain velocity time history curves under conditions of disturbance caused by drilling and blasting, disturbance caused by blasting excavation of adjacent tunnels, and disturbance caused by fault slippage around the tunnel. The disturbance stress time history curve is then calculated based on the velocity time history curves to identify the magnitude and frequency of the disturbance stress. For disturbances caused by drilling and blasting 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.

[0014] Furthermore, the acquisition of geological defects in the assessment area and their spatial combination with the tunnel, as well as the acquisition of mechanical parameters of the surrounding rock in the assessment area, specifically includes:

[0015] 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;

[0016] 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.

[0017] Furthermore, based on the obtained geological defects in the assessment area and the spatial combination relationship between geological defects and the tunnel, 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, specifically including:

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

[0019] 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.

[0020] 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;

[0021] 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.

[0022] 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;

[0023] B5: Conduct a three-dimensional geostress field inversion of the assessment area to obtain the three-dimensional geostress field of the assessment area;

[0024] 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.

[0025] Furthermore, the establishment of an initial assessment model for dynamic disturbance-induced time-delay rockburst 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 includes:

[0026] C1: Establish a detailed three-dimensional excavation model of the assessment area and assign material parameters;

[0027] 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.

[0028] 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;

[0029] 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.

[0030] 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.

[0031] Furthermore, 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:

[0032] 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;

[0033] 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.

[0034] 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.

[0035] A second aspect of this invention provides a tunnel time-delay rockburst dynamic stress and geological comprehensive discrimination system, used to implement a tunnel time-delay rockburst dynamic stress and geological comprehensive discrimination method, comprising:

[0036] 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.

[0037] 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.

[0038] 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.

[0039] 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.

[0040] 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.

[0041] A third aspect of the present invention provides an electronic device, comprising: a processor, a memory, and a bus, wherein the memory stores machine-readable instructions executable by the processor, and when the electronic device is running, the processor communicates with the memory via the bus, and when the machine-readable instructions are executed by the processor, the steps of the tunnel time-delay type rockburst dynamic stress and geological comprehensive discrimination method are performed.

[0042] A fourth aspect of the present invention provides a computer-readable storage medium storing a computer program that, when executed by a processor, performs the steps of a tunnel time-delay type rockburst dynamic stress and geological comprehensive discrimination method as described above.

[0043] The beneficial effects of adopting the above technical solution are as follows:

[0044] This invention provides a method and system for identifying time-delayed rockbursts induced by dynamic disturbances in tunnels. By analyzing the magnitude of the disturbance stress, the spatial relationship between the disturbance stress source and the tunnel, the frequency of the disturbance stress cycle, the superposition of the disturbance stress, the condition of the tunnel face, the spatial relationship between structural surfaces and joints and the tunnel, and the inherent characteristics of the structural surfaces and joints, the risk of disturbance-induced time-delayed rockbursts after the current tunnel face excavation is determined. Conventional numerical simulations of time-delayed rockbursts, which incorporate geological conditions, do not consider the impact of disturbances. The numerical calculation process only considers stress adjustments after excavation, which is clearly inconsistent with the actual disturbance conditions in tunnel blasting and excavation. Therefore, the judgment of time-delayed rockbursts has an inherent flaw, as it only considers the ideal situation without disturbance. The method for judging disturbance-induced time-delayed rockbursts, however, incorporates actual on-site conditions, allowing for a comprehensive assessment of time-delayed rockbursts and enabling better and more accurate judgment. Targeted support and control measures for different disturbance stresses and geological defects can reduce construction risks, economic losses, and ensure the safety of construction personnel to a certain extent. It has good application value for underground engineering projects with frequent rockburst disasters, frequent excavation disturbances, active seismic activity, and complex geological structures. Attached Figure Description

[0045] Figure 1 This is a schematic diagram of a method and system flow diagram for comprehensive judgment of tunnel time-delay rockburst dynamic stress and geology in an embodiment of the present invention;

[0046] Figure 2This is a statistical diagram of dynamic disturbance types in an embodiment of the present invention; wherein, (a) is disturbance generated by drilling and blasting; (b) is disturbance generated by blasting excavation of adjacent tunnels; (c) is disturbance generated by fault slippage around the tunnel; and (d) is seismic disturbance.

[0047] Figure 3 This is a schematic diagram of the process for dynamic three-dimensional geostress field inversion in an embodiment of the present invention;

[0048] Figure 4 This is a three-dimensional excavation model in an embodiment of the present invention;

[0049] Figure 5 This is the time-delay rockburst initial assessment model in this embodiment of the invention;

[0050] Figure 6 This is the setting of the disturbance boundary for the drill-and-blast method in this embodiment of the invention;

[0051] Figure 7 The seismic disturbance boundary is set in the embodiment of the present invention;

[0052] Figure 8 The embodiments of the present invention illustrate the time-delayed rockburst forms induced by the dynamic disturbance generated by the drill-and-blast method under different structural surface conditions; wherein, (a) the time-delayed rockburst occurs at a single structural surface due to the drill-and-blast method disturbance; (b) the time-delayed rockburst occurs at two sets of structural surfaces due to the drill-and-blast method disturbance; and (c) the time-delayed rockburst occurs at multiple sets of structural surfaces due to the drill-and-blast method disturbance. Detailed Implementation

[0053] The specific embodiments of the present invention will be described in further detail below with reference to the accompanying drawings and examples. The following examples are for illustrative purposes only and are not intended to limit the scope of the invention.

[0054] A method for comprehensively identifying time-delay rockburst in tunnels based on dynamic stress and geological conditions is proposed. This method obtains the magnitude and orientation of the disturbance stress by measuring the disturbance stress in the assessment area and reviewing historical seismic data. Simultaneously, it identifies geological defects in the assessment area and their spatial relationship with the tunnel. Through in-situ stress inversion at the tunnel site, combined with the in-situ stress measurements and geological defect information, a refined in-situ stress inversion result is obtained for the assessment area. The transient excavation numerical simulation of the assessment area is performed using the engineering rock mass fracture process dynamic analysis software CASRock.Dyna to obtain an initial assessment model for time-delay rockburst. Based on this initial assessment model, and using the measured disturbance stress or seismic wave data in the assessment area, CASRock.Dyna is used to conduct a preliminary identification of dynamic disturbance-induced time-delay rockburst in the assessment area. The initial assessment model and disturbance stress were optimized and adjusted by assessing the characteristics of time-delayed rockburst disturbance stress and geological defects in the assessment area to obtain an optimized model. Numerical calculations were then performed for different disturbance stresses and geological defects. This allowed for a rapid and comprehensive determination of whether a time-delayed rockburst had occurred and its location and extent based on the disturbance stress and geological conditions monitored in the field. See the detailed process below. Figure 1 The specific implementation steps are as follows:

[0055] Step 1: Obtain 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, such as... Figure 2 As shown, 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; the assessment area is the area that needs to be assessed.

[0056] Specifically, triaxial accelerometers are installed at the tunnel cross-section arch crown, both sides of the arch shoulders, and the arch waist in the assessment area to obtain velocity-time history curves under disturbances caused by drill-and-blast method, adjacent tunnel blasting excavation, and fault slippage around the tunnel. Based on these velocity-time history curves, disturbance stress-time history curves are calculated to identify the magnitude and frequency of the disturbance stress. For disturbances caused by drill-and-blast method and adjacent tunnel blasting excavation, the location of the disturbance stress source is determined by the tunnel face position. For disturbances caused by fault slippage around the tunnel, the location of the disturbance stress source is determined by advanced geological prediction or the location of the revealed fault. Simultaneously, by reviewing seismic data, the seismic waveforms of the assessment area are obtained. These seismic waveforms are the acceleration-time history curves of seismic waves. Velocity-time history curves are obtained through integration, and the corresponding disturbance stress-time history curves are calculated to identify the magnitude and frequency of the disturbance stress. The bottom of the tunnel (at 5 times the tunnel diameter) is set as the location of the disturbance stress source.

[0057] The method for calculating the disturbance stress time history curve based on the velocity time history curve is as follows:

[0058] (1);

[0059] in, For stress, For the density of the rock mass, It is Lamé's constant. , It is the elastic modulus. It is Poisson's ratio. It is the shear modulus and , It is the speed of monitoring;

[0060] Step 2: 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;

[0061] Step 2.1: Obtain advanced geological forecasts within a set range ahead of the tunnel face in the assessment area, and combine this with on-site reconnaissance to obtain geological defects in the assessment area, draw a geological distribution map, 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;

[0062] In this embodiment, the range in front of the tunnel face is set at 150m~200m, and the TSP elastic wave method is used to obtain advanced geological prediction; the spatial combination relationship between the geological defects and the tunnel, such as one set of structural planes intersecting with the tunnel, two sets of structural planes not intersecting with the tunnel, etc.

[0063] Step 2.2: Obtain rock cores of the surrounding rock in the assessment area. The mechanical parameters of the surrounding rock in the assessment area are obtained by conducting indoor uniaxial tests, triaxial tests, and Brazilian splitting tests on the rock cores, including internal friction angle, cohesion, elastic modulus, Poisson's ratio, tensile strength, residual internal friction angle, and residual cohesion.

[0064] In this embodiment, a horizontal impact coring multi-functional drilling rig is used to obtain rock cores of the surrounding rock that have been excavated within the tunnel.

[0065] Step 3: As Figure 3 As shown, 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.

[0066] Step 3.1: Review the geological data from the exploration phase to obtain the contour lines, major faults, cleavage zones, and stratigraphic distribution of the tunnel site area;

[0067] This implementation method obtains preliminary information on the distribution of contour lines, major faults, cleavage zones, and strata throughout the entire tunnel site area by consulting previous geological surveys (scale, i.e., distance on the map / actual distance, 1:50000, 1:1000, 1:2000, 1:500), remote sensing interpretation (scale, i.e., distance on the map / actual distance, 1:50000, 1:10000), drilling (shallow holes, deep holes, horizontal holes or inclined holes), and geophysical exploration (ground magneto-electromagnetic method, airborne geophysical exploration).

[0068] Step 3.2: Review the geological survey report from the exploration phase and obtain the geostress data of the entire tunnel site area and the lithological parameters of different rock strata in the tunnel site area through deep hole testing;

[0069] This implementation method obtains geostress data for the entire tunnel site area by reviewing geological survey reports and conducting deep-hole tests, including the maximum horizontal principal stress, minimum horizontal principal stress, vertical principal stress, and direction of the maximum horizontal principal stress at the measuring points. Simultaneously, lithological parameters of different rock strata are obtained, including the density, elastic modulus, Poisson's ratio, internal friction angle, and cohesion of each stratum, major fault, and cleavage zone.

[0070] Step 3.3: 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;

[0071] Specifically: Based on the contour line distribution, major fault distribution, cleavage zone distribution, and stratigraphic distribution of the tunnel site area obtained in step 3.1, a three-dimensional geological model of the tunnel site area is established. Using the lithological parameters of different rock strata in the tunnel site area obtained in step 3.2 (including the density, elastic modulus, Poisson's ratio, internal friction angle, and cohesion of each stratum, major fault, and cleavage zone), material parameters are assigned to the materials in the three-dimensional geological model of the tunnel site area. The geostress data (maximum horizontal principal stress, minimum horizontal principal stress, vertical principal stress, and direction of maximum horizontal principal stress) of a portion of the geostress data from the entire tunnel site area obtained in step 3.2 are transformed into geostress data in the coordinate system (x, y, z) of the three-dimensional geological model of the tunnel site area, including six geostress components. ,in, , representing the principal stresses in the x, y, and z directions, respectively. , representing shear stress in the xy direction, shear stress in the xz direction, and shear stress in the yz direction, respectively. Then, based on the established three-dimensional geological model of the tunnel site area, the inversion of the in-situ stress field of the tunnel site area is carried out using the neural network method (for specific inversion methods, refer to the literature published by our research group, Fuyuan Tan, Haosen Guo, Pegnzhi Panet al., Integrated approach of predicting rock stability in high mountainvalley underground caverns, Underground Space, 2024, 19:317–341.). The three-dimensional in-situ stress field of the tunnel site area is obtained. The inverted in-situ stress components in the three-dimensional in-situ stress field of the tunnel site area are compared with the measured in-situ stress components. The relative error of each in-situ stress component at each measuring point is not higher than 20%. A successful inversion event P is recorded. The successful inversion events of all measured in-situ stress components are counted to obtain the average accuracy rate of the inversion of the in-situ stress of the three-dimensional geological model of the tunnel site area. The average accuracy rate is not lower than 80%. Otherwise, the inversion is repeated.

[0072] In this implementation plan, the formula for calculating the relative error of each geostress component at each measuring point is as follows:

[0073] (2);

[0074] in, The relative error of each geostress component at each measuring point. The values ​​represent the measured geostress components, i=1,2,3,j=1,2,3. To invert the geostress components, the geostress in this embodiment includes six components. The formula for calculating the average accuracy of the geostress inversion of the three-dimensional geological model of the tunnel site area in this embodiment is as follows: , The number of geostress components involved in the assessment. This represents the total number of successful events in the statistical inversion of geostress components.

[0075] To more accurately assess the risk of time-delayed rockburst induced by dynamic disturbances in the assessment area, using three-dimensional geostress inversion data from the tunnel site is insufficient. This is because the geological models used in the tunnel site only include large faults and rift zones, failing to consider joints and structural planes revealed by excavation. Furthermore, deep-hole geostress measurements during the geological exploration phase assume the directions of maximum and minimum principal stresses are on a horizontal plane, which has limitations. Therefore, for the assessment area, further dynamic three-dimensional geostress field inversion is necessary.

[0076] Step 3.4: Conduct stress relief method geostress measurements at at least 2 measuring points in the assessment area, i.e., conduct geostress measurements of hollow inclusions to obtain geostress data for each measuring point, including six geostress components;

[0077] Step 3.5: Conduct a three-dimensional geostress field inversion of the assessment area to obtain the three-dimensional geostress field of the assessment area;

[0078] Specifically: Based on the geological defects (structural planes, faults, fracture zones, folds, discontinuous sections, joints, and fissures) obtained in step 2.1, a refined geological model of the assessment area is established. Combined with the mechanical parameters of the surrounding rock in the assessment area (internal friction angle, cohesion, elastic modulus, Poisson's ratio, tensile strength, residual internal friction angle, and residual cohesion) obtained in step 2.2, corresponding material parameters are assigned to the materials in the geological model of the assessment area. Based on the geostress data from the measuring points obtained in step 3.4, and considering the availability of sufficient geostress inversion data for the assessment area, and taking into account the existing measured geostress data from the entire tunnel site exploration phase, geostress data from 10 measuring points in the three-dimensional geostress field of the tunnel site obtained in step 3.3 should be selected and used together for geostress inversion in the assessment area to obtain the three-dimensional geostress field of the assessment area. Specific inversion methods and requirements are detailed in step 3.3.

[0079] Step 4: Based on the 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 obtained in Step 1, the location of the disturbance stress source and the disturbance frequency, establish an initial assessment model for dynamic disturbance-induced time-delay rockburst, and use the initial assessment model for dynamic disturbance-induced time-delay rockburst to preliminarily identify the areas of disturbance-induced time-delay rockburst.

[0080] Step 4.1: Establish a detailed three-dimensional excavation model of the assessment area and assign material parameters;

[0081] Specifically: Cross-sectional views of the tunnel in the assessment area are obtained from tunnel design data. Based on the geological defects (structural planes, faults, fracture zones, folds, discontinuous sections, joints, and fissures) and their spatial combination with the tunnel obtained in step 2.1, a refined three-dimensional excavation model of the assessment area is established, such as... Figure 4 As shown, based on the mechanical parameters of the surrounding rock in the evaluation area obtained in step 2.2 (internal friction angle, cohesion, elastic modulus, Poisson's ratio, tensile strength, residual internal friction angle, and residual cohesion), the corresponding numerical simulation material parameters are assigned to the material of the three-dimensional excavation model of the evaluation area.

[0082] Step 4.2: Establish an initial assessment model for dynamic disturbance-induced time-delay rockburst based on the three-dimensional excavation model of the assessment area;

[0083] Since the drill-and-blast method involves transient excavation, typical excavation simulations are time-independent and cannot accurately reflect the nature of transient excavation unloading. Therefore, for these reasons, the three-dimensional geostress field of the assessment area obtained in step 3.5 is added to the three-dimensional excavation model of the assessment area. The engineering rock mass fracture process dynamic analysis software CASRock.Dyna is used to conduct a three-dimensional numerical transient excavation simulation on the three-dimensional excavation model of the assessment area. After the simulation, an initial assessment model of dynamic disturbance-induced time-delay rockburst after tunnel excavation in the assessment area is obtained, as follows: Figure 5 As shown.

[0084] In this embodiment, a three-dimensional numerical model is established in the modeling software. The tunnel dimensions are based on the tunnel cross-section information. The width and height of the model are both no less than five times the tunnel diameter. The length of the model is referenced to the length of geological defects. Figure 4 As shown, the model uses 8 nodes and 185 elements. Refined 3D geostress inversion data is used as the geostress data for the simulation area. Displacement constraints are applied to the model along the tunnel axial direction boundary. Since transient excavation is a dynamic excavation process, the dynamic excavation numerical simulation requires removing the upper and lower boundary constraints of the model before applying dynamic boundaries. Therefore, it is only necessary to identify the upper and lower boundary nodes of the model. Material parameters are set using the surrounding rock internal friction angle, cohesion, elastic modulus, Poisson's ratio, tensile strength, residual internal friction angle, and residual cohesion obtained in step 2.2. Ideal plasticity is selected for the constitutive model, and the excavation step is set to 3m per step. Three-dimensional numerical transient excavation simulation is conducted using the engineering rock mass fracture process dynamic analysis software CASRock.Dyna 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 for dynamic disturbance-induced time-delay rockburst.

[0085] Step 4.3: Based on the initial assessment model of dynamic disturbance-induced time-delay rockburst obtained in Step 4.2, the stress disturbance is numerically simulated using the engineering rock mass fracture process dynamic analysis software CASRock.Dyna. In the numerical simulation, the disturbance stress is set according to the magnitude of the disturbance stress, the orientation of the disturbance stress source and the disturbance frequency of each type of dynamic disturbance in the assessment area obtained in Step 1. 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 the time-delay rockburst.

[0086] Viscoelastic boundaries were applied to the boundaries of drill-and-blast disturbance, adjacent tunnel disturbance, and fault disturbance. This is illustrated using the drill-and-blast method. Figure 6 For the initial assessment model of seismic disturbance, the upper and lower boundaries are free surface boundaries, and the front, back, left, and right boundaries are self-field boundaries, see [reference needed]. Figure 7 ;

[0087] Step 5: Optimize and iterate the initial assessment model of dynamic disturbance-induced time-delay rockburst to obtain the optimized assessment model of dynamic disturbance-induced time-delay rockburst. Finally, use the optimized assessment model of dynamic disturbance-induced time-delay rockburst to determine whether there is a disturbance-induced time-delay rockburst and the location of the induced time-delay rockburst.

[0088] Step 5.1: Obtain case studies of time-delayed rockbursts induced by disturbances in the assessment area;

[0089] In this embodiment, the time-delay rockburst case includes the type of disturbance stress, the value of 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;

[0090] Step 5.2: Based on the magnitude, frequency, and orientation of the disturbance stress in the disturbance-induced time-delay rockburst case obtained in Step 5.1, dynamically adjust and optimize the material parameters of the initial evaluation model of the dynamic disturbance-induced time-delay rockburst, so that the simulated disturbance-induced time-delay rockburst location and range are similar to the disturbance-induced time-delay rockburst case, thereby obtaining the optimized evaluation model of the dynamic disturbance-induced time-delay rockburst.

[0091] Step 5.3: Using the optimized evaluation model of dynamic disturbance-induced time-delay rockburst, perform numerical simulation of stress disturbance according to the method in Step 4.3 to determine whether the evaluation area will be induced by the disturbance and the location range of the time-delay rockburst;

[0092] Due to the complexity of disturbance stress and geological structure, the distribution of structural surfaces around tunnels varies greatly, including single-surface type, two-surface intersecting type, and multiple-surface tangent type. Figure 5 As shown. In subsequent uses, it is only necessary to use the optimized evaluation model of dynamic disturbance-induced time-delay rockburst obtained in step 5.2, by adding or changing the spatial combination relationship between geological defects and the tunnel (relative spatial location, geological defect spacing, multiple sets of geological defects), geological defect material parameters (density, elastic modulus, Poisson's ratio, internal friction angle, cohesion), disturbance stress magnitude, and disturbance stress orientation, according to step 4.3, to obtain the corresponding stress and velocity cloud maps, thereby determining whether disturbance-induced time-delay rockburst occurred and its location and range. Furthermore, by using the disturbance stress and geological conditions monitored on-site, a rapid comprehensive judgment can be made on whether time-delay rockburst occurred and its location and range. Figure 8 As shown.

[0093] This embodiment also provides a tunnel time-delay rockburst dynamic stress and geological comprehensive discrimination system, used to implement a tunnel time-delay rockburst dynamic stress and geological comprehensive discrimination method, including:

[0094] 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.

[0095] 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.

[0096] 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.

[0097] 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.

[0098] 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.

[0099] This 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 communicates with the memory via the bus. When the machine-readable instructions are executed by the processor, the steps of the tunnel time-delay type rockburst dynamic stress and geological comprehensive discrimination method are performed.

[0100] This embodiment also provides a computer-readable storage medium storing a computer program that, when executed by a processor, performs the steps of the tunnel time-delay rockburst dynamic stress and geological comprehensive discrimination method as described above.

[0101] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope defined by the present invention.

Claims

1. A tunnel time-lag type rock burst dynamic stress and geology comprehensive discrimination method, characterized in that, The method comprises the following steps: obtaining the disturbance stress, the disturbance stress source direction and the disturbance frequency of each type of dynamic disturbance in the evaluation area; the evaluation area is the area to be evaluated; obtaining the geological defects and the spatial combination relationship between the geological defects and the tunnel in the evaluation area, and obtaining the mechanical parameters of the surrounding rock in the evaluation area; conducting three-dimensional ground stress field inversion of the evaluation area according to the obtained geological defects and the spatial combination relationship between the geological defects and the tunnel in the evaluation area and the mechanical parameters of the surrounding rock in the evaluation area, to obtain the three-dimensional ground stress field of the evaluation area; establishing an initial evaluation model of dynamic disturbance induced time-lag type rock burst according to the obtained three-dimensional ground stress field of the evaluation area, the disturbance stress, the disturbance stress source direction and the disturbance frequency of each type of dynamic disturbance in the evaluation area; the method for obtaining the disturbance stress, the disturbance stress source direction and the disturbance frequency of each type of dynamic disturbance in the evaluation area 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 in the evaluation area, the velocity time history curve under the conditions of disturbance caused by the drill and blast method, disturbance caused by adjacent tunnel blasting and excavation, and disturbance caused by tunnel peripheral fault slip is obtained, the disturbance stress time history curve is calculated according to the velocity time history curve, the disturbance stress and the frequency are identified, for the disturbance caused by the drill and blast method and the disturbance caused by adjacent tunnel blasting and excavation, the disturbance stress source direction is obtained through the position of the working face, for the disturbance caused by tunnel peripheral fault slip, the disturbance stress source direction is obtained through advanced geological prediction or the position of the revealed fault; meanwhile, the seismic wave type of the evaluation area is obtained by consulting the seismic data, 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 and the frequency are identified, and the bottom of the tunnel is set as the disturbance stress source direction; the initial evaluation model of dynamic disturbance induced time-lag type rock burst is iterated and optimized, to obtain an optimized evaluation model of dynamic disturbance induced time-lag type rock burst, and the optimized evaluation model of dynamic disturbance induced time-lag type rock burst is used to finally determine whether there is disturbance induced time-lag type rock burst and the position of the disturbance induced time-lag type rock burst.

2. The tunnel time-lag type rock burst dynamic stress and geology comprehensive discrimination method according to claim 1, characterized in that, The dynamic disturbance types include disturbance caused by the drill and blast method, disturbance caused by adjacent tunnel blasting and excavation, disturbance caused by tunnel peripheral fault slip and seismic disturbance.

3. The tunnel time-lag type rock burst dynamic stress and geology comprehensive discrimination method according to claim 1, characterized in that, The method for obtaining the geological defects and the spatial combination relationship between the geological defects and the tunnel in the evaluation area and obtaining the mechanical parameters of the surrounding rock in the evaluation area specifically comprises: A1: obtaining advanced geological prediction in a set range in front of the working face in the evaluation area, obtaining the geological defects in the evaluation area in combination with field reconnaissance, determining 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; A2: obtaining the rock core of the surrounding rock in the evaluation area, obtaining the mechanical parameters of the surrounding rock in 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.

4. The tunnel time-lag type rock burst dynamic stress and geology comprehensive discrimination method according to claim 3, characterized in that, The three-dimensional ground stress field of the evaluation area is obtained according to 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, and specifically includes: B1: obtaining the contour distribution, major fault distribution, cleavage zone distribution and stratum distribution of the tunnel site area; B2: obtaining 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, major fault and cleavage zone; the ground stress data of the entire tunnel site area includes the ground stress data of a plurality of measuring points in the tunnel site area, including the maximum horizontal principal stress, minimum horizontal principal stress, vertical principal stress and maximum horizontal principal stress direction; B3: carrying 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; Specifically: based on the contour distribution, major 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 three-dimensional ground stress field of the tunnel site area obtained by inversion 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 to obtain the average correctness rate of the ground stress inversion of the three-dimensional geological model of the tunnel site area. The average correctness rate needs to be not less than a set threshold value, otherwise the inversion is re-performed; B4: carrying out stress relief method ground stress measurement of a plurality of measuring points in the evaluation area to obtain the ground stress data of each measuring point, including six ground stress components; B5: carrying out three-dimensional ground stress field inversion of the evaluation area to obtain the three-dimensional ground stress field of the evaluation area; 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; the ground stress data of the measuring points obtained in B4 and the ground stress data of a plurality of measuring points selected from the three-dimensional ground stress field of the tunnel site area obtained in B3 are used together for ground stress inversion of the evaluation area to obtain the three-dimensional ground stress field of the evaluation area.

5. The tunnel time-lag type rock burst dynamic stress and geology comprehensive discrimination method according to claim 4, characterized in that, The initial evaluation model of the dynamic disturbance induced time lag type rock burst is established according to 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, and specifically includes: C1: establishing a refined three-dimensional excavation model of the evaluation area and performing material parameter valuation; Specifically: obtain the cross-sectional diagram of the tunnel in the evaluation area through the tunnel design data, establish a three-dimensional excavation model of the evaluation area based on the spatial combination relationship between the geological defects obtained by A1 and the tunnel, and combine the mechanical parameters of the surrounding rock obtained by A2 to give the corresponding numerical simulation material parameters to the three-dimensional excavation model of the evaluation area; C2: establish an initial evaluation model of dynamic disturbance-induced time-lag rock burst based on the three-dimensional excavation model of the evaluation area; Add the three-dimensional in-situ stress field of the evaluation area obtained in step B5 to the three-dimensional excavation model of the evaluation area, carry out three-dimensional numerical transient excavation simulation on the three-dimensional excavation model of the evaluation area by using the engineering rock mass fracture process dynamic analysis software CASRock.Dyna, and obtain the initial evaluation model of dynamic disturbance-induced time-lag rock burst of the tunnel in the evaluation area after the simulation is completed; C3: based on the initial evaluation model of dynamic disturbance-induced time-lag rock burst obtained by C2, use the engineering rock mass fracture process dynamic analysis software to carry out numerical simulation of stress disturbance, set the disturbance stress according to the size of the disturbance stress, the direction of the disturbance stress source and the disturbance frequency of each type of dynamic disturbance in the evaluation area in the numerical simulation, obtain the stress and velocity nephogram, and determine whether the disturbance will induce time-lag rock burst and the position range of the time-lag rock burst in the evaluation area through the stress nephogram and the velocity nephogram.

6. The tunnel time-lag type rock burst dynamic stress and geology comprehensive discrimination method according to claim 5, characterized in that, The initial evaluation model of dynamic disturbance-induced time-lag rock burst is optimized and iterated to obtain an optimized evaluation model of dynamic disturbance-induced time-lag rock burst, and the optimized evaluation model of dynamic disturbance-induced time-lag rock burst is used to finally determine whether the disturbance induces time-lag rock burst and the position of the time-lag rock burst, and specifically includes: D1: obtain a time-lag rock burst case induced by disturbance in the evaluation area; the time-lag rock burst case includes the type of disturbance stress, the value of disturbance stress, the spatial relationship of disturbance source and rock burst position, the rock burst position and the rock burst range; D2: based on the disturbance stress size, frequency and direction in the time-lag rock burst case induced by disturbance obtained by D1, dynamically adjust and optimize the material parameters of the initial evaluation model of dynamic disturbance-induced time-lag rock burst, so that the similarity between the simulated time-lag rock burst position and range induced by disturbance and the time-lag rock burst case induced by disturbance reaches a set threshold, thereby obtaining an optimized evaluation model of dynamic disturbance-induced time-lag rock burst; D3: use the optimized evaluation model of dynamic disturbance-induced time-lag rock burst to carry out numerical simulation of stress disturbance according to the method of C3, and determine whether the disturbance induces time-lag rock burst and the position range of the time-lag rock burst in the evaluation area.

7. A tunnel time-lag type rock burst dynamic stress and geology comprehensive discrimination system, characterized in that, A tunnel time-lag rock burst dynamic stress and geological comprehensive discrimination method for realizing any one of claims 1 to 6, comprising: an evaluation area disturbance parameter acquisition module for acquiring the size of the disturbance stress, the direction of the disturbance stress source and the disturbance frequency of each type of dynamic disturbance in the evaluation area; a geological defect and mechanical parameter acquisition module for acquiring the geological defects in the evaluation area and the spatial combination relationship between the geological defects and the tunnel, and simultaneously acquiring the mechanical parameters of the surrounding rock in the evaluation area; The evaluation area three-dimensional stress field inversion module is configured to perform three-dimensional stress field inversion of the evaluation area according to 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, and obtain the three-dimensional stress field of the evaluation area. The power disturbance induced time-lag type rock burst initial evaluation model construction module is configured to obtain the velocity time-history curve under the conditions of disturbance caused by the drill-and-blast method, disturbance caused by adjacent tunnel blasting and excavation, and disturbance caused by tunnel peripheral fault slip, and calculate the disturbance stress time-history curve according to the velocity time-history curve, and identify the disturbance stress size and frequency. For the disturbance caused by the drill-and-blast method and the disturbance caused by adjacent tunnel blasting and excavation, the disturbance stress source direction is obtained through the position of the working face. For the disturbance caused by tunnel peripheral fault slip, the disturbance stress source direction is obtained through advanced geological prediction or the position of the revealed fault. Meanwhile, the seismic wave type of the evaluation area is obtained by consulting the seismic data. 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 position of the disturbance stress source is set as the tunnel bottom. Then, the power disturbance induced time-lag type rock burst initial evaluation model is established. The disturbance induced time-lag type rock burst discrimination module is configured to optimize and iterate the power disturbance induced time-lag type rock burst initial evaluation model, obtain the optimized power disturbance induced time-lag type rock burst evaluation model, and finally determine 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 optimized power disturbance induced time-lag type rock burst evaluation model.

8. An electronic device, comprising: 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 according to any one of claims 1 to 6. 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 according to any one of claims 1 to 6.

9. A computer-readable storage medium, characterized in that, ​

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