Multi-source power rock burst disturbance combined supporting prevention and control system and method

Abstract

The application provides a multi-source power disturbance rock burst combined supporting prevention and control system and method, relates to the rock burst disaster prevention and control technical field, and comprises a stress release hole, a wave absorbing grouting hole, an energy absorbing anchor rod and a passive pressure bearing structure; the stress release hole is arranged in a rock burst high risk area of tunnel surrounding rock; the wave absorbing grouting holes are arranged staggeredly around the rock burst high risk area, the wave absorbing grouting holes are filled with wave absorbing grouting materials, and a three-dimensional wave absorbing grouting area is formed; the energy absorbing anchor rod is arranged in the three-dimensional wave absorbing grouting area; the passive pressure bearing structure comprises a rapid setting concrete layer, a rubber particle containing concrete layer, a steel arch and a steel fiber concrete layer, the rubber particle containing concrete layer is arranged behind the steel mesh, the steel arch is arranged behind the rubber particle containing concrete layer, and the steel fiber concrete is arranged behind the steel arch. The four-level combined supporting system of pressure relief-wave absorbing-energy absorbing-passive pressure bearing is constructed, and the safety and adaptability of the supporting system of the rock burst high risk area are remarkably improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of rock burst disaster prevention and control, in particular to a multi-source dynamic disturbance rock burst combined support prevention and control system and method. BACKGROUND

[0002] With the continuous advancement of underground engineering to the deep part, the ground stress level of surrounding rock is rising sharply, and the risk of high stress disaster is prominent. In the construction and operation process of deep buried tunnel, deep underground cavern and other engineering, multi-source dynamic disturbance such as blasting construction often occurs, which is easy to cause rock burst triggered by dynamic disturbance. Dynamic disturbance rock burst has the characteristics of strong burst, high intensity and wide range, and its occurrence mechanism is controlled by the coupling of stress field, disturbance field and other factors. It is difficult to accurately judge the spatial position in advance and to give real-time early warning in time, which brings great risk to tunnel construction and operation.

[0003] Dynamic disturbance rock burst puts forward higher requirements for the support system. The traditional support prevention and control system and method are mainly based on passive support and empirical calculation. In the case of inaccurate judgment in high risk area of rock burst, difficult release of surrounding rock energy, uncontrollable external energy input and limited passive energy absorption capacity, the lack of targeted traditional support measures not only has low support efficiency and poor support effect, but also is difficult to sustain the influence of dynamic disturbance.

[0004] Based on the above-mentioned shortcomings of the prior art, there is an urgent need for a multi-source dynamic disturbance rock burst combined support prevention and control system and method. SUMMARY

[0005] The purpose of the present application is to provide a multi-source dynamic disturbance rock burst combined support prevention and control system and method to improve the above-mentioned problems. In order to achieve the above-mentioned purpose, the technical scheme adopted by the present application is as follows:

[0006] In a first aspect, the present application provides a multi-source dynamic disturbance rock burst combined support prevention and control system, comprising: stress release holes, wave absorbing grouting holes, energy absorbing anchor rods, and passive pressure bearing structures; the stress release holes are arranged in the high risk area of rock burst of the surrounding rock of the tunnel; the wave absorbing grouting holes are arranged around the high risk area of rock burst, the wave absorbing grouting holes are filled with wave absorbing grouting materials, and a three-dimensional wave absorbing grouting area is formed; the energy absorbing anchor rods are arranged in the three-dimensional wave absorbing grouting area; the passive pressure bearing structure comprises a rapid setting concrete layer, a hung steel mesh, a sprayed rubber particle containing concrete layer, a steel arch and a sprayed steel fiber concrete layer, the rapid setting concrete layer is arranged behind the wave absorbing grouting hole, the hung steel mesh is arranged behind the energy absorbing anchor rod, the rubber particle containing concrete layer is arranged behind the hung steel mesh, the steel arch is arranged behind the rubber particle containing concrete layer, and the steel fiber concrete layer is arranged behind the steel arch.

[0007] Further, the steel arch is an arc-shaped steel structure matching the profile of the tunnel section.

[0008] Further, the wave-absorbing grouting material is cement mortar added with rubber particles, foaming agent and polyacrylonitrile fibers.

[0009] Further, the thickness of the quick-setting concrete layer is 2 cm.

[0010] Further, the thickness of the rubber particle-containing concrete layer is 5 cm.

[0011] Further, the diameter of the wave-absorbing grouting hole is 35 mm.

[0012] In a second aspect, the application provides a multi-source power disturbance rock burst combined support prevention and control method, comprising:

[0013] Obtaining surrounding rock stress state data, microseismic event monitoring data, historical disturbance event records and support system library information;

[0014] According to the surrounding rock stress state data and the microseismic event monitoring data, stress concentration area judgment processing is performed to obtain the position of the rock burst high-risk area;

[0015] According to the position of the rock burst high-risk area, the historical disturbance event records and the support system library information, a disturbance rock burst support test is performed, a numerical model is constructed to simulate the response of different support measures under the conditions of energy aggregation degree and disturbance parameter combination, and a mapping relationship between the energy aggregation characteristics of the surrounding rock and the support parameters is obtained;

[0016] According to the mapping relationship, BP neural network modeling and weight optimization processing are performed to construct a support decision model;

[0017] According to the support decision model, real-time support decision processing is performed, and by inputting real-time monitoring data, the optimal support form and parameter combination are output.

[0018] The beneficial effects of the application are:

[0019] The application constructs a four-level combined support system of pressure relief-wave absorption-energy absorption-passive pressure bearing, combines a rock burst risk area positioning method based on microseismic monitoring and numerical simulation fusion, a surrounding rock state-disturbance working condition classification mechanism and a BP neural network weight feedback optimization decision model, forms an accurate response capability to multi-source power disturbance such as blasting disturbance, TBM disturbance and rock burst events, realizes dynamic prevention and control of disturbance energy, and significantly improves the safety and adaptability of the support system in the rock burst high-risk area. BRIEF DESCRIPTION OF DRAWINGS

[0020] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings needed to be used in the embodiments will be briefly introduced as follows. It should be understood that the following drawings only show some of the embodiments of the present application, and therefore should not be regarded as a limitation on the scope. For those skilled in the art, other related drawings can also be obtained without creative labor on the basis of these drawings.

[0021] Figure 1 Figure 1 is a structural schematic diagram of the multi-source dynamic disturbance rock burst combined support prevention and control system.

[0022] Figure 2 Figure 2 is a sectional view of a rock burst high-risk area.

[0023] Figure 3 Figure 3 is a numerical simulation diagram of a stress concentration area.

[0024] Figure 4 Figure 4 is a flowchart of the multi-source dynamic disturbance rock burst combined support prevention and control method.

[0025] Markings in the figure: 1, rock burst high-risk area; 2, stress release hole; 3, wave-absorbing grouting hole; 4, energy-absorbing anchor rod; 5, rapid-setting concrete layer; 6, steel arch; 7, rubber particle-containing concrete layer; 8, steel mesh; 9, steel fiber concrete layer. DETAILED DESCRIPTION

[0026] In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be described clearly and completely below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are some of the embodiments of the present application, rather than all the embodiments. The components of the embodiments of the present application described and shown in the drawings herein can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present application provided in the drawings is not intended to limit the scope of the claimed present application, but only represents selected embodiments of the present application. All other embodiments obtained by those skilled in the art on the basis of the embodiments in the present application without creative labor are within the scope of protection of the present application.

[0027] It should be noted that similar reference numerals and letters represent similar items in the following drawings, and therefore, once an item is defined in one drawing, it does not need to be further defined and explained in subsequent drawings. Meanwhile, in the description of the present application, the terms "first", "second", etc. are only used for differentiation in description, and cannot be understood as indicating or implying relative importance.

[0028] Embodiment 1:

[0029] As Figure 1 and Figure 2As shown, the embodiment provides a multi-source power disturbance rock burst combined support prevention and control system, which comprises: stress release holes 2, wave absorbing grouting holes 3, energy absorbing anchor rods 4, and passive pressure bearing structures; the stress release holes 2 are arranged in the rock burst high-risk area 1 of the tunnel surrounding rock, and the stress is released actively through drilling or microwave-induced cracking to form a microcrack network; the wave absorbing grouting holes 3 are arranged staggered around the rock burst high-risk area 1, the wave absorbing grouting holes 3 are filled with wave absorbing grouting materials, and a three-dimensional wave absorbing grouting area is formed to attenuate the disturbance wave; the energy absorbing anchor rods 4 are arranged in the three-dimensional wave absorbing grouting area to enhance the bearing capacity of the surrounding rock; the passive pressure bearing structure comprises a rapid-setting concrete layer 5, a hanging steel mesh 8, a rubber particle-containing concrete layer 7, a steel arch 6, and a steel fiber concrete layer 9, the rapid-setting concrete layer 5 is arranged behind the wave absorbing grouting hole 3, the hanging steel mesh 8 is arranged behind the energy absorbing anchor rod 4, the rubber particle-containing concrete layer 7 is arranged behind the hanging steel mesh 8, the steel arch 6 is arranged behind the rubber particle-containing concrete layer 7, and the steel fiber concrete layer 9 is arranged behind the steel arch 6, forming a composite protection system of layered dissipation and rigid support. Among them, the rapid-setting concrete layer 5 is the initial shotcrete, the rubber particle-containing concrete layer 7 is the sprayed concrete layer, and the steel fiber concrete layer 9 is the supplementary shotcrete layer.

[0030] Each component forms a three-dimensional prevention and control mechanism through spatial positioning and functional connection, solving the industry pain points of passive and inefficient traditional support and difficulty in resisting multi-source power disturbance.

[0031] Further, the steel arch 6 is an arc-shaped steel structure matching the profile of the tunnel section.

[0032] Further, the wave absorbing grouting material is cement mortar containing rubber particles, foaming agent and polyacrylonitrile fiber.

[0033] Further, the thickness of the rubber particle-containing concrete layer 7 is 5 cm.

[0034] Further, the diameter of the wave absorbing grouting hole 3 is 35 mm.

[0035] Embodiment 2

[0036] Corresponding to the above multi-source power disturbance rock burst combined support prevention and control system embodiment, the embodiment provides a multi-source power disturbance rock burst combined support prevention and control method, as shown in Figure 4 As shown, comprising steps S100 to S500:

[0037] Step S100: obtaining surrounding rock stress state data, microseismic event monitoring data, historical disturbance event records and support system library information;

[0038] It can be understood that the surrounding rock stress state data is the surrounding rock stress state data of part of the point obtained by field monitoring. The microseismic event monitoring data is the frequency, magnitude, and spatial distribution information of the microseismic event monitored by arranging the microseismic device. The historical disturbance event record covers various disturbance information that has occurred in the tunnel: for a single-hole tunnel, it specifically includes disturbance events such as face blasting construction and connecting hole blasting; for a double-hole tunnel, it is necessary to record the blasting events of the leading hole and the following hole; at the same time, it contains the complete record of rockburst events occurring at any part of the tunnel, as well as strong disturbance events such as earthquakes. The support system library information is a complete set of technical parameters of the four-level coordinated support system of pressure relief-wave absorption-energy absorption-passive pressure bearing, including the aperture / spacing / range and microwave power parameters of the borehole / microwave induced cracking pressure relief measure, the diameter required by the wave absorption grouting system, the grouting hole layout direction rule, and the wave absorption material ratio of the combination of rubber particles, foaming agent and polyacrylonitrile fiber, the type / quantity / energy absorption level configuration of the anchor rod / anchor cable in the active energy absorption component, the construction standard of the 2cm thick initial shot rapid-setting concrete layer in the passive pressure bearing structure, the construction standard of the 5cm thick rubber particle concrete layer, the construction standard of the steel fiber concrete layer, and the steel arch type / jet concrete type, thickness / reinforcing mesh configuration rule. The core technical indicators of the four-level support measures are systematically stored to provide structured data support for subsequent decision-making.

[0039] Step S200: judging and processing the stress concentration area according to the surrounding rock stress state data and the microseismic event monitoring data to obtain the position of the rockburst high-risk area;

[0040] It should be noted that this step verifies the distribution characteristics of the surrounding rock excavation stress field and the spatial correlation of the microseismic event through interaction, accurately locates the stress concentration area, and outputs the spatial position mark of the rockburst high-risk area. The numerical simulation diagram of the stress concentration area is shown in Figure 3 Figure 3 The medium red area is the stress concentration area.

[0041] Step S300: performing a disturbance rockburst support test according to the position of the rockburst high-risk area, the historical disturbance event record, and the support system library information, simulating the response of different support measures under the condition of energy aggregation degree and disturbance parameter combination through the construction of a numerical model, and obtaining the nonlinear mapping rule of the energy aggregation characteristics of the surrounding rock and the support parameters;

[0042] It can be understood that this step defines various types of working conditions according to the energy aggregation degree (energy aggregation area / high energy aggregation area) and the disturbance parameter combination condition, executes the corresponding support process in the numerical model, and records the coupling response of the surrounding rock stress field parameters, disturbance wave parameters, and support measure parameters, to establish the mapping relationship between the energy aggregation characteristics of the surrounding rock and the support parameters.

[0043] ​Step S400: BP neural network modeling and weight optimization processing are performed according to the mapping relationship, and a support decision model is constructed.

[0044] It should be noted that the BP neural network architecture is used to convert engineering experience into a calculable model, and the adaptive iterative optimization of the support parameters is realized through the weight dynamic feedback mechanism, forming an intelligent decision-making core with controllable errors.

[0045] Step S500: Real-time support decision processing is performed according to the support decision model, and the most matched support form and parameter combination are output by inputting real-time monitoring data.

[0046] It can be understood that this step combines real-time disturbance waveform analysis and surrounding rock state perception to drive the intelligent model to generate a dynamic matching scheme of the four-level support system, and realizes the precise matching of disturbance source characteristics and control measures.

[0047] Further, step S200 includes step S210 to step S220.

[0048] Step S210: Surrounding rock excavation numerical simulation processing is performed according to the surrounding rock stress state data, and the distribution characteristics of the surrounding rock excavation stress field are obtained through simulation calculation.

[0049] Step S220: Stress concentration area judgment processing is performed according to the distribution characteristics, combined with the microseismic event frequency, magnitude and spatial distribution data monitored by the microseismic device, the distribution characteristics of the surrounding rock stress concentration area are judged through interactive verification, and the position of the rockburst high-risk area is obtained.

[0050] Specifically, the above process first analyzes the surrounding rock stress state of the monitoring point, extracts the stress distribution law of the discrete point, then drives numerical simulation based on the data, deduces the global evolution characteristics of the stress field induced by the surrounding rock excavation process, and finally fuses multi-dimensional parameters such as microseismic event frequency-magnitude-spatial distribution, verifies the stress field distribution and microseismic activity space coupling relationship, analyzes the three-dimensional configuration of the surrounding rock stress concentration area, and locks the spatial coordinates of the rockburst high-risk area. This process integrates point monitoring, full-field simulation and fracture response, and breaks through the positioning limitations of traditional single methods.

[0051] Further, step S300 includes step S310 to step S330.

[0052] Step S310: Support test working condition processing is performed according to the energy accumulation degree and disturbance parameter combination condition, the energy accumulation area level of the rockburst risk section and the disturbance parameter combination are determined, and the simulation support principle is established.

[0053] Step S320: Support measures are executed according to the simulation support principle, and the execution result is obtained by implementing the corresponding support process in the numerical model.

[0054] Step S330: According to the supporting measure execution result, the surrounding rock response record processing is performed, the response relationship of the surrounding rock stress field parameter, the disturbance wave parameter and the supporting measure parameter in the numerical simulation is recorded, and a mapping relationship is obtained.

[0055] Specifically, first, based on the energy aggregation degree (energy aggregation area / high energy aggregation area) of the rockburst risk section and the disturbance parameter (low amplitude / high amplitude disturbance) combination relationship, the supporting principles of A1-A4 type working conditions are analyzed and defined, and the prevention and control guidance under different surrounding rock state-disturbance coupling states is established; the simulation supporting principle of disturbance rockburst is:

[0056] A1 type working condition definition: energy aggregation area, low amplitude disturbance frequent combination scene, its characteristics are that the microfracture of the rockburst risk section is developed, the stress is relatively concentrated, and the rockburst release energy is low; the rockburst risk section is far away from the working face, the blasting disturbance of the working face is small, and there is no influence of adjacent tunnel blasting and other intense disturbance. Processing principle: maintain the stability of surrounding rock.

[0057] A2 type working condition definition: energy aggregation area, high amplitude disturbance frequent combination scene, its characteristics are that the microfracture of the rockburst risk section is developed, the stress is relatively concentrated, and the rockburst release energy is low; the rockburst risk section is close to the working face, and high energy level disturbances such as adjacent tunnel blasting and earthquake frequently occur. Processing principle: reduce external disturbance and increase wave-absorbing grouting range.

[0058] A3 type working condition definition: high energy aggregation area, low amplitude disturbance frequent combination scene, its characteristics are that the microfracture of the rockburst risk section is relatively developed, the stress concentration degree is high, and the rockburst release energy is high; the rockburst risk section is far away from the working face, the blasting disturbance of the working face is small, and there is no influence of adjacent tunnel blasting and other intense disturbance. Processing principle: increase stress release and reduce energy aggregation.

[0059] A4 type working condition definition: high energy aggregation area, high amplitude disturbance frequent combination scene, its characteristics are that the microfracture of the rockburst risk section is relatively developed, the stress concentration degree is high, and the rockburst release energy is high; the rockburst risk section is close to the working face, and high energy level disturbances such as adjacent tunnel blasting and earthquake frequently occur. Processing principle: release energy while reducing external disturbance and increasing passive support.

[0060] The corresponding supporting measures are as follows:

[0061] For A1 type working condition: high spacing drill small range stress release hole, inject wave-absorbing grouting material, drill ordinary middle hole grouting anchor rod, and spray concrete.

[0062] For A2 type working condition: drill small range stress release hole with high spacing, inject wave-absorbing grouting material, continue to drill multiple wave-absorbing grouting holes and inject wave-absorbing grouting material, drill ordinary middle hole grouting anchor rod, first spray a layer of wave-absorbing grouting concrete layer, and then spray ordinary / steel fiber concrete.

[0063] For A3 type working condition: drill multiple stress release holes with low spacing, adopt microwave stress release technology, inject wave-absorbing grouting material, lay high-energy level energy-absorbing anchor rod, and set up steel arch, and spray ordinary / steel fiber concrete.

[0064] For A4 type working condition: drill multiple stress release holes with low spacing, adopt microwave stress release technology, inject wave-absorbing grouting material, continue to drill multiple wave-absorbing grouting holes and inject wave-absorbing grouting material, lay high-energy level energy-absorbing anchor rod, and set up steel arch, and spray ordinary / steel fiber concrete.

[0065] Further, the tunnel stress concentration area, disturbance characteristics and supporting measures are subjected to numerical model disturbance rock burst supporting test. According to the test results, the mapping relationship between the surrounding rock stress field parameters, disturbance characteristic parameters and supporting measures, and the energy accumulation characteristics of the surrounding rock under different supporting measures is established.

[0066] The stress concentration area surrounding rock parameters include cohesion, internal friction angle, elastic modulus, Poisson's ratio, etc.; the stress field parameters include maximum principal stress, intermediate principal stress, minimum principal stress, and three principal stress directions; the disturbance wave characteristic parameters include disturbance wave frequency, amplitude and action time.

[0067] The supporting measure parameters include stress release hole diameter, spacing, range, microwave induced cracking stress release power; wave-absorbing grouting hole depth and range; energy-absorbing anchor rod quantity; sprayed concrete model, thickness, steel mesh and steel arch model.

[0068] Finally, the numerical simulation results are recorded, that is, the supporting system with the least process is adopted to ensure that no rock burst damage occurs. That is, the corresponding relationship between the potential rock burst risk area parameters and the supporting measure parameters is obtained.

[0069] Further, the step S400 includes steps S410 to S430.

[0070] Step S410: according to the mapping relationship, the initial modeling of the neural network is processed, the initial synaptic weight connection from the input layer to the output layer is established, and the initial model of the supporting decision is obtained;

[0071] Step S420: error analysis processing is performed according to the output result of the initial model of the supporting decision, the output layer error distribution data is obtained by comparing the difference between the actual output value and the expected output value;

[0072] Step S430: according to the output layer error distribution data, performing synaptic weight optimization processing, and correcting the weight and threshold value through the back propagation algorithm until the global error converges, so as to obtain the optimal connection weight support decision model.

[0073] Specifically, the rock burst risk area parameters are input into the input layer of the BP neural network, processed through the neuron connection weight, and output to the output layer to obtain the preliminary value of the support measures and parameters, and the specific expression is:

[0074] ;

[0075] Among them, is an input signal representing the rock burst tunnel parameters, is the synaptic weight of the neuron, is the number of input layer neurons, is the bias, is the activation function, is an output signal representing the support measures and parameters, , is the number of neurons.

[0076] Preferably, after obtaining the preliminary value of the flexible net parameters in the BP neural network, the following steps are further included:

[0077] The BP neural network output result is compared with the test sample and the error is analyzed, if the error does not meet the requirements, the neuron connection is back propagated to the input layer, the connection weight is corrected through the neuron, and the connection weight is continuously corrected until the error meets the requirements.

[0078] Preferably, the BP neural network output result is compared with the test sample and the error is analyzed, if the error does not meet the requirements, the neuron connection is back propagated to the input layer, the connection weight is corrected through the neuron, and the connection weight is continuously corrected until the error meets the requirements, including the following steps:

[0079] The input of the BP neural network hidden layer is obtained , and the specific expression is:

[0080] ;

[0081] Among them, is the weight of the input layer node to the hidden layer node , is the input signal.

[0082] The input of the hidden layer is processed through the BP neural network hidden layer to obtain the output of the BP neural network hidden layer, and the specific expression is:

[0083] ;

[0084] wherein, is an activation function, is a threshold value of a hidden layer node , represents an output of the hidden layer.

[0085] The output of the hidden layer of the BP neural network is input into an output layer, and the output is specifically expressed as:

[0086] ;

[0087] wherein, is a weight value of a hidden layer node to an output layer node , is an output of the hidden layer node , is a threshold value of the output layer node, is an actual output value of the output layer node ;

[0088] The output error is obtained by the difference between the expected output and the actual output value of the BP neural network, and the specific expression is:

[0089] ;

[0090] wherein, is an expected output value of the output layer node , is a number of nodes of the output layer, represents the output error;

[0091] The optimal actual output value is obtained by adjusting the weight value and the threshold value of the BP neural network, and the optimal output error is obtained by the optimal actual output value ; wherein the adjusted weight value and the threshold value are specifically:

[0092] ;

[0093] The global error is obtained by the optimal output error , and the specific expression is:

[0094] ;

[0095] wherein, is a learning rate, is a gradient value of the output layer neuron, is a gradient value of the hidden layer neuron, the weights of the adjusted hidden layer nodes to the output layer nodes the weights of the adjusted input layer nodes to the hidden layer nodes the weights of the adjusted output layer nodes to the hidden layer nodes the threshold values of the adjusted hidden layer nodes the threshold values of the adjusted output layer nodes the threshold values of the adjusted hidden layer nodes .

[0096] Further, the step S500 comprises steps S510 to S530.

[0097] Step S510: disturbance feature identification processing is performed according to the real-time monitoring data construction organization design prediction data, real-time disturbance waveform parameters are obtained by analyzing the waveforms of the blasting of the working face, TBM vibration or rockburst events;

[0098] Step S520: surrounding rock state-disturbance coupling analysis processing is performed according to the real-time disturbance waveform parameters and the rockburst prevention and control decision model, the preliminary parameter combination of pressure relief-wave absorption-energy absorption-passive pressure bearing support is obtained by inputting the disturbance waveform parameters and the surrounding rock features into the neural network model for calculation;

[0099] Step S530: support system dynamic configuration processing is performed according to the preliminary parameter combination, and the parameterized combination rules of the pressure relief, wave absorption grouting, energy absorption anchor rod, steel arch and concrete spraying layer in the support system library are called to output the support form and parameter combination.

[0100] It can be understood that steps S510 to S530 realize a rockburst prevention and control dynamic decision closed loop: first, based on the construction organization design prediction data, the wave characteristics of the blasting of the working face / TBM vibration / rockburst events are analyzed, and real-time disturbance frequency, amplitude and action time are extracted; then the disturbance parameters and the surrounding rock features are input into the support decision model, the neural network is driven to perform surrounding rock state-disturbance coupling analysis calculation, and the preliminary parameter combination of the four-level system of pressure relief (drilling / microwave induced cracking)-wave absorption (three-dimensional grouting network)-energy absorption (anchor rod layout)-passive pressure bearing (reinforcing mesh, steel arch, sprayed concrete composite structure) is generated; finally, the parameterized rules in the support system library are called to dynamically optimize the drilling diameter, grouting range, anchor rod quantity, steel arch model and concrete model and thickness, and the support form and parameter execution scheme suitable for the real-time disturbance features are output.

[0101] The above merely illustrates the specific embodiments of the present application, but the protection scope of the present application is not limited thereto, any person skilled in the art can easily think of the changes or replacements within the technical range disclosed by the present application, which should be covered in the protection scope of the present application. Therefore, the protection scope of the present application should be subject to the protection scope of the claims.

Claims

1. A multi-source power rock burst disturbance combined support prevention and control system, characterized in that, The method comprises the following steps: a stress release hole (2) is arranged in a rock burst high risk area (1) of a tunnel surrounding rock; wave absorbing grouting holes (3) are arranged around the rock burst high risk area (1), the wave absorbing grouting holes (3) are filled with wave absorbing grouting materials, and a three-dimensional wave absorbing grouting area is formed; energy absorbing anchor rods (4) are arranged in the three-dimensional wave absorbing grouting area; and a passive pressure bearing structure comprises a rapid setting concrete layer (5), a steel mesh (8), a rubber particle-containing concrete layer (7), a steel arch (6) and a steel fiber concrete layer (9), the rapid setting concrete layer (5) is arranged behind the wave absorbing grouting hole (3), the steel mesh (8) is arranged behind the energy absorbing anchor rod (4), the rubber particle-containing concrete layer (7) is arranged behind the steel mesh (8), the steel arch (6) is arranged behind the rubber particle-containing concrete layer (7), and the steel fiber concrete layer (9) is arranged behind the steel arch (6).

2. The multi-source power rock-burst combined supporting prevention and control system according to claim 1, characterized in that: The steel arch (6) is an arc-shaped steel structure matched with the profile of the tunnel section.

3. The multi-source power rock-burst combined supporting prevention and control system according to claim 1, characterized in that: The wave absorbing grouting material is cement mortar containing rubber particles, a foaming agent and polyacrylonitrile fibers.

4. The multi-source power rock-burst combined support prevention and control system according to claim 1, characterized in that: The thickness of the rapid setting concrete layer (5) is 5 cm.

5. The multi-source power rock-burst combined support prevention and control system according to claim 1, characterized in that: The diameter of the wave absorbing grouting hole (3) is 35 mm.

6. A multi-source power rock burst disturbance combined support prevention and control method, characterized in that, The method uses the multi-source power disturbance rock burst combined support prevention and control system according to any one of claims 1-5, and the method comprises the following steps: obtaining surrounding rock stress state data, microseismic event monitoring data, historical disturbance event records and support system library information; judging and processing a stress concentration area according to the surrounding rock stress state data and the microseismic event monitoring data to obtain a rock burst high risk area position; performing a disturbance rock burst support test according to the rock burst high risk area position, the historical disturbance event records and the support system library information, simulating the response of different support measures under the conditions of energy aggregation degree and disturbance parameter combination by constructing a numerical model, and obtaining a mapping relationship between surrounding rock energy aggregation characteristics and support parameters; constructing a support decision model by performing BP neural network modeling and weight optimization processing according to the mapping relationship; performing real-time support decision processing according to the support decision model, inputting real-time monitoring data, and outputting an optimal support form and parameter combination.

7. The multi-source power rockburst combined supporting prevention and control method according to claim 6, characterized in that, The method comprises the following steps: performing numerical simulation on tunnel excavation according to the surrounding rock stress state data, obtaining the distribution characteristics of the surrounding rock excavation stress field through simulation calculation; judging and processing a stress concentration area according to the distribution characteristics, in combination with the microseismic event frequency, magnitude and spatial distribution data in the microseismic event monitoring data, and judging the distribution characteristics of the surrounding rock stress concentration area through interactive verification to obtain a rock burst high risk area position.

8. The multi-source power rockburst combined supporting prevention and control method according to claim 6, characterized in that, According to the rock burst high-risk area position, the historical disturbance event record, and the support system library information, a disturbance rock burst support test is performed, a numerical model is constructed to simulate the response of different support measures under the conditions of energy accumulation degree and disturbance parameter combination, and a mapping relationship between the energy accumulation characteristics of surrounding rock and support parameters is obtained, including: According to the energy accumulation degree and disturbance parameter combination conditions, the support test working condition processing is defined, the energy accumulation area level and disturbance amplitude frequency combination of the rock burst risk section are determined, and the simulation support principle is established; According to the simulation support principle, the support measure execution is performed, and the execution result is obtained by implementing the corresponding support process in the numerical model; According to the support measure execution result, the surrounding rock response record processing is performed, the response relationship between the stress field parameters, disturbance wave parameters and support measure parameters in the numerical simulation is recorded, and the mapping relationship is obtained.

9. The multi-source power rockburst combined support prevention and control method according to claim 6, characterized in that, According to the mapping relationship, BP neural network modeling and weight optimization processing are performed, and a support decision model is constructed, including: According to the mapping relationship, the initial modeling processing of the neural network is performed, the initial synaptic weight connection from the input layer to the output layer is established, and the initial support decision model is obtained; According to the output result of the initial support decision model, the error analysis processing is performed, the difference between the actual output value and the expected output value is compared, and the output layer error distribution data is obtained; According to the output layer error distribution data, the synaptic weight optimization processing is performed, the weight and threshold value are iteratively corrected by the back propagation algorithm until the global error converges, and the optimal connection weight support decision model is obtained.

10. The multi-source power rockburst combined support prevention and control method according to claim 6, characterized in that, According to the rock burst prevention and control decision model, real-time support decision processing is performed, the optimal support form and parameter combination are output by inputting real-time monitoring data, including: According to the real-time monitoring data construction organization design prediction data, the disturbance characteristic recognition processing is performed, the real-time disturbance waveform parameters are obtained by analyzing the blast of the working face, TBM vibration or rock burst event waveform; According to the real-time disturbance waveform parameters and the rock burst prevention and control decision model, the surrounding rock state-disturbance coupling analysis processing is performed, the preliminary parameter combination of pressure relief-wave absorption-energy absorption-passive pressure bearing support is obtained by inputting the disturbance waveform parameters and surrounding rock stress characteristics into the neural network model for calculation; According to the preliminary parameter combination, the support system dynamic configuration processing is performed, the parameterized combination rules of pressure relief, wave absorption grouting, energy absorption anchor, steel arch and concrete spraying layer in the support system library are called, and the support form and parameter combination are output.

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