CN118167434A - Early identification, early warning and prevention and control method and device for large deformation of soft rock of railway tunnel - Google Patents
Early identification, early warning and prevention and control method and device for large deformation of soft rock of railway tunnel Download PDFInfo
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Abstract
The application provides a method and a device for early judging, early warning and preventing and controlling of large deformation of soft rock of a railway tunnel, which relate to the technical field of geological investigation of tunnel engineering, and are used for carrying out in-situ test on mechanical parameters and ground stress of surrounding rock on site based on a digital drilling test technology to obtain deformation risk level in front of a tunneling head; under the condition that the deformation risk level is larger than a preset threshold value, determining to improve the supporting strength of a surrounding rock area of the soft rock tunnel, constructing a network topology structure of a microseismic monitoring system in the area, and judging whether a surrounding rock large deformation early warning exists; under the condition of surrounding rock large deformation early warning, tunnel surrounding rock deformation dynamic prevention and control measures are determined aiming at abnormal parameters. According to the method, in-situ test and microseismic monitoring results are comprehensively considered, the large deformation risk levels of different mileage positions of the tunnel can be dynamically adjusted, and meanwhile, tunnel support parameters are dynamically optimized according to the actual large deformation risk levels of different mileage positions of the tunnel surrounding rock, so that the safe and dynamic control of the deformation of the tunnel surrounding rock is realized.
Description
Technical Field
The application relates to the technical field of tunnel engineering geological investigation, in particular to a method and a device for early judging, early warning, prevention and control of large deformation of soft rock of a railway tunnel.
Background
The development of early judgment and early warning of the deformation of surrounding rocks of the deep tunnel has important practical significance for guiding tunnel construction. In the related art, the mechanical parameter test of the rock generally adopts a laboratory measurement method, and the obtained mechanical parameter of the rock loses the 'in-situ' characteristic in the processes of carrying, sampling, processing, testing and the like of the rock, so that even a re-accurate test instrument cannot completely simulate the in-situ state of the rock.
Meanwhile, deformation monitoring of tunnel surrounding rock mostly depends on conventional monitoring results (a multipoint displacement meter, an anchor rod stress meter and the like), but conventional deformation monitoring is characterized by macroscopic deformation of the surrounding rock, and macroscopic deformation and damage of the surrounding rock occur when reading of the displacement meter is changed, so that early warning of crack initiation development in the surrounding rock before macroscopic deformation cannot be performed. Similarly, when the reading of the anchor rod stress meter changes, the fact that macroscopic change is generated in the surrounding rock to cause the action and the force on the anchor rod to change is indicated, and the stress change of the anchor rod cannot be caught before macroscopic change occurs. Besides time hysteresis, the multipoint displacement meter and the anchor rod stress meter still have space limitation, and can only monitor the displacement stress change of a specific monitoring point, and cannot cover the whole space area, so that the conventional monitoring means have larger limitation in time and space.
In the soft rock tunnel excavation process, surrounding rock is subjected to the combined actions of ground stress, structural stress, excavation unloading, blasting, mechanical vibration, underground water and temperature, the rupture and deformation of the surrounding rock in a complex state directly threatens the safe tunneling of the tunnel, and the early judging, early warning and prevention and control methods for the surrounding rock deformation of the soft rock tunnel are lacking at home and abroad at present.
Based on the above, there is a need for an early identification, early warning and prevention and control method for surrounding rock deformation of a soft rock tunnel.
Disclosure of Invention
The application provides a method and a device for early judging, early warning and preventing and controlling the large deformation of soft rock of a railway tunnel so as to solve the problems.
In a first aspect of the embodiment of the application, a method for early judging, early warning and preventing and controlling large deformation of soft rock of a railway tunnel is provided, which comprises the following steps:
Performing in-situ test on mechanical parameters and ground stress of the surrounding rock on site based on a digital drilling test technology to obtain a deformation risk level in front of the tunneling head;
under the condition that the deformation risk level is larger than a preset threshold value, determining to improve the supporting strength of the surrounding rock area of the soft rock tunnel;
Constructing a network topology structure of a microseismic monitoring system in a surrounding rock area of the soft rock tunnel with improved supporting strength, and judging whether a surrounding rock large deformation early warning exists or not;
under the condition that the surrounding rock large deformation early warning exists, tunnel surrounding rock deformation dynamic prevention and control measures are determined aiming at abnormal parameters.
The digital drilling test technology is based on in-situ test of mechanical parameters and ground stress of surrounding rock on site to obtain deformation risk level in front of a tunneling head, and the digital drilling test technology comprises the following steps:
According to drilling parameters of the on-site drill bit, a rock mass while-drilling inversion model is adopted to obtain in-situ mechanical parameters of 15 meters to 20 meters in front of a tunneling head, wherein the drilling parameters comprise: drilling rate, bit rotational speed, bit torque, drilling pressure and unit cutting energy, the in situ mechanical parameters include: the soft rock body of the structural surface has compressive strength, cohesive force, internal friction angle, elastic modulus and structural surface;
three-dimensional ground stress information obtained by testing stress measuring points of cross sections of soft rock tunnels by adopting a hollow inclusion method is obtained, and ground stress data of different areas of the soft rock tunnels in a construction period are obtained;
And calculating a rock strength stress ratio based on the in-situ mechanical parameters and the ground stress data, and obtaining a deformation risk level in front of the tunneling head based on the rock strength stress ratio.
The surrounding rock area of the soft rock tunnel is an area from the tunnel face to the front of the second lining;
The network topology structure of the microseismic monitoring system comprises: the 6-channel microseismic acceleration sensor is positioned on the left side wall and the right side wall of the 3 sections behind the tunnel face, and 2 acceleration sensors are arranged on one side wall;
The distance between the heading head and the acceleration sensor closest to the face is set to 25 meters, and the distance between adjacent acceleration sensor segments is set to 25 meters.
The method for constructing the network topology structure of the microseismic monitoring system in the surrounding rock area of the soft rock tunnel with improved supporting strength, judging whether the surrounding rock large deformation early warning exists or not, and comprises the following steps:
Obtaining a plurality of surrounding rock deformation values of the surrounding rock area of the soft rock tunnel based on the network topology structure of the microseismic monitoring system;
Taking a soft rock tunnel surrounding rock area corresponding to the surrounding rock deformation value larger than a preset deformation threshold as a target area;
taking a plurality of microseismic events which are gathered in the target area and correspond to the surrounding rock deformation values which are larger than a preset deformation threshold as target events;
Analyzing a plurality of focus parameters gathered in the target event to obtain a focus parameter change trend before and after the surrounding rock deformation disaster, wherein the focus parameters comprise: the frequency of the microseismic event, the total energy released by the microseismic event, the maximum magnitude of the microseismic event, the energy index and apparent volume, the frequency of the microseismic signal, the b value and the fractal dimension;
and judging whether the surrounding rock large deformation early warning exists or not based on the seismic source parameter change trend.
Wherein, based on the source parameter change trend, judge whether there is the wall rock large deformation early warning, include:
under the condition that no parameter abnormality exists in the main control parameters, determining that the surrounding rock large deformation early warning does not exist;
Under the condition that no parameter abnormality exists in the secondary control parameters, determining that the surrounding rock large deformation early warning exists, and determining the micro-earthquake early warning level as a four-level early warning;
under the condition that single parameter abnormality exists in secondary control parameters, determining that surrounding rock large deformation early warning exists, and determining a microseismic early warning level as three-level early warning;
Under the condition that two to three parameters in the secondary control parameters are abnormal, determining that the surrounding rock large deformation early warning exists, and determining the micro-earthquake early warning level as a secondary early warning;
Under the condition that all parameters in the secondary control parameters are abnormal, determining that the surrounding rock large deformation early warning exists, and determining the micro-earthquake early warning level as a primary early warning; the main control parameters comprise: the daily frequency of the microseismic event, the daily total released energy of the microseismic event and the maximum magnitude of the microseismic event, wherein the secondary control parameters comprise: the energy index and apparent volume, microseismic signal frequency, b value and fractal dimension.
Wherein the method further comprises:
under the condition that the micro-earthquake early warning level is the four-level early warning, determining that the prevention and control measures are slowing down the construction progress of excavation;
under the condition that the micro-earthquake early warning level is the three-level early warning, determining that the prevention and control measures are the measures of suspending excavation construction and following the system measures;
Under the condition that the micro-earthquake early warning level is the secondary early warning, determining that the prevention and control measures are measures for suspending excavation construction and enhancing a system;
And under the condition that the micro-earthquake early warning level is the primary early warning, determining that the prevention and control measures are construction suspension and carrying out emergency risk avoidance on personnel equipment.
Wherein the method further comprises:
Under the condition that the deformation risk level in front of the tunneling head is that the surrounding rock area of the soft rock tunnel is free from large deformation risk, lower supporting strength is adopted;
Constructing a network topology structure of the microseismic monitoring system in a surrounding rock area of a soft rock tunnel with lower supporting strength, and judging whether a surrounding rock large deformation early warning exists or not;
under the condition that the surrounding rock large deformation early warning exists, the supporting strength is locally enhanced.
In a second aspect of the embodiment of the present application, there is provided a device for early identification, early warning and prevention and control of large deformation of soft rock in a railway tunnel, the device comprising:
The test module is used for carrying out in-situ test on the mechanical parameters of the surrounding rock and the ground stress on the basis of a digital drilling test technology to obtain the deformation risk level in front of the tunneling head;
The support strength improving module is used for determining to improve the support strength of the surrounding rock area of the soft rock tunnel under the condition that the deformation risk level is larger than a preset threshold value;
The first judging module is used for constructing a network topology structure of the microseismic monitoring system in a surrounding rock area of the soft rock tunnel with the supporting strength improved and judging whether a surrounding rock large deformation early warning exists or not;
The first dynamic prevention and control module is used for determining dynamic prevention and control measures of tunnel surrounding rock deformation aiming at abnormal parameters under the condition that the surrounding rock large deformation early warning exists.
The application has the following advantages: according to the method and the device for early judging, early warning and preventing and controlling the large deformation of the soft rock of the railway tunnel, provided by the application, the deformation risk level in front of the tunneling head is obtained by carrying out in-situ test on the mechanical parameters and the ground stress of the surrounding rock on site based on a digital drilling test technology; under the condition that the deformation risk level is larger than a preset threshold value, determining to improve the supporting strength of the surrounding rock area of the soft rock tunnel; constructing a network topology structure of a microseismic monitoring system in a surrounding rock area of the soft rock tunnel with improved supporting strength, and judging whether a surrounding rock large deformation early warning exists or not; under the condition that the surrounding rock large deformation early warning exists, tunnel surrounding rock deformation dynamic prevention and control measures are determined aiming at abnormal parameters. According to the method, in-situ test and microseismic monitoring results are comprehensively considered, the large deformation risk level of different mileage positions of the tunnel can be dynamically adjusted, meanwhile, the tunnel support parameters are dynamically optimized according to the actual large deformation risk level of different mileage positions of the surrounding rock of the tunnel, unreasonable support parameter design caused by the fact that the same support parameters are adopted in different mileage positions of the tunnel by the related method is avoided, and safe and dynamic control of deformation of the surrounding rock of the tunnel is realized.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the description of the embodiments of the present application will be briefly described below, it being obvious that the drawings in the following description are only some embodiments of the present application, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a flow chart of steps of a method for early judging, early warning and preventing and controlling the large deformation of soft rock in a railway tunnel, which is provided by the embodiment of the application;
Fig. 2 is a schematic flow chart of a method for early judging, early warning and preventing and controlling the large deformation of soft rock in a railway tunnel provided by the embodiment of the application;
FIG. 3 is a schematic diagram of a technique for drilling using a digital drilling test technique according to an embodiment of the present application;
Fig. 4 is a schematic diagram of a dynamic layout scheme of microseismic sensors and a network topology structure for microseismic monitoring according to an embodiment of the present application;
FIG. 5 is a flowchart of a method for early warning of large deformation of surrounding rock based on a seismic source parameter according to an embodiment of the present application;
fig. 6 is a schematic diagram of a device for early identification, early warning and prevention and control of large deformation of soft rock in a railway tunnel, which is provided by the embodiment of the application.
In fig. 4: the system comprises a 1-tunneling head, a 2-acceleration sensor 1, 3-acceleration sensor 2, 4-acceleration sensor 3, 5-acceleration sensor 4, 6-acceleration sensor 5, 7-acceleration sensor 6, 8-signal processing host, 9-computer and 10-data analysis center.
Detailed Description
The following description of the embodiments of the present application will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are some, but not all embodiments of the application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
The development of early judgment and early warning of the deformation of surrounding rocks of the deep tunnel has important practical significance for guiding tunnel construction. In the related art, the mechanical parameter test of the rock generally adopts a laboratory measurement method, and the obtained mechanical parameter of the rock loses the 'in-situ' characteristic in the processes of carrying, sampling, processing, testing and the like of the rock, so that even a re-accurate test instrument cannot completely simulate the in-situ state of the rock.
Meanwhile, deformation monitoring of tunnel surrounding rock mostly depends on conventional monitoring results (a multipoint displacement meter, an anchor rod stress meter and the like), but conventional deformation monitoring is characterized by macroscopic deformation of the surrounding rock, and macroscopic deformation and damage of the surrounding rock occur when reading of the displacement meter is changed, so that early warning of crack initiation development in the surrounding rock before macroscopic deformation cannot be performed. Similarly, when the reading of the anchor rod stress meter changes, the fact that macroscopic change is generated in the surrounding rock to cause the action and the force on the anchor rod to change is indicated, and the stress change of the anchor rod cannot be caught before macroscopic change occurs. Besides time hysteresis, the multipoint displacement meter and the anchor rod stress meter still have space limitation, and can only monitor the displacement stress change of a specific monitoring point, and cannot cover the whole space area, so that the conventional monitoring means have larger limitation in time and space.
In the soft rock tunnel excavation process, surrounding rock is subjected to the combined actions of ground stress, structural stress, excavation unloading, blasting, mechanical vibration, underground water and temperature, the rupture and deformation of the surrounding rock in a complex state directly threatens the safe tunneling of the tunnel, and the early judging, early warning and prevention and control methods for the surrounding rock deformation of the soft rock tunnel are lacking at home and abroad at present.
Based on the method, the method and the device for early judging, early warning and preventing and controlling the deformation of the surrounding rock of the soft rock tunnel are provided, and the method for judging the deformation of the surrounding rock of the tunnel is corrected by comprehensively testing in situ and monitoring the microseismic results, so that the safe and dynamic control of the deformation of the surrounding rock of the tunnel is realized.
In a first aspect of the present application, an early judging, early warning and preventing and controlling method for surrounding rock deformation of a soft rock tunnel is provided, referring to fig. 1, fig. 1 is a step flowchart of the early judging, early warning and preventing and controlling method for surrounding rock deformation of a soft rock tunnel provided in the embodiment of the present application, where the method includes the following steps:
Step 101: performing in-situ test on mechanical parameters and ground stress of the surrounding rock on site based on a digital drilling test technology to obtain a deformation risk level in front of the tunneling head;
Step 102: under the condition that the deformation risk level is larger than a preset threshold value, determining to improve the supporting strength of the surrounding rock area of the soft rock tunnel;
Step 103: constructing a network topology structure of a microseismic monitoring system in a surrounding rock area of the soft rock tunnel with improved supporting strength, and judging whether a surrounding rock large deformation early warning exists or not;
step 104: under the condition that the surrounding rock large deformation early warning exists, tunnel surrounding rock deformation dynamic prevention and control measures are determined aiming at abnormal parameters.
In order to clearly illustrate the early identification, early warning and prevention and control method for surrounding rock deformation of the soft rock tunnel provided by the embodiment of the application, an exemplary description is next made with reference to fig. 2, and fig. 2 is a flow diagram of the early identification, early warning and prevention and control method for surrounding rock deformation of the soft rock tunnel provided by the embodiment of the application.
Referring to fig. 3, fig. 3 is a schematic diagram of a drilling technique using a digital drilling test technique according to an embodiment of the present application, where the digital drilling test technique is to use advanced digitizing equipment and sensors to perform real-time and high-precision drilling test and data acquisition on surrounding rocks of a tunnel. Through the digital drilling test technology, key information about physical and mechanical properties, geological structures, stress distribution and the like of surrounding rock can be obtained, and important data support is provided for tunnel design, construction and monitoring. Therefore, key information such as physical and mechanical properties, geological structures, stress distribution and the like of surrounding rock is obtained through a digital drilling test technology, in-situ testing of mechanical parameters of surrounding rock and in-situ testing of in-situ stress of surrounding rock can be carried out, and deformation risk grades in front of a tunneling head can be obtained.
Specifically, in the in-situ test of the mechanical parameters of surrounding rock mass, a digital drilling test technology is introduced to perform a typical hole section in-situ drilling test, and firstly, the drilling parameters of an in-situ drill bit are used for: the drilling rate, the bit rotating speed, the bit torque, the drilling pressure and the unit cutting energy are obtained by adopting a rock mass inversion while drilling model, and the obtained in-situ mechanical parameters of 15-20 meters in front of the tunneling head mainly comprise: the soft rock body with the structural surface has the advantages of compressive strength, cohesive force, internal friction angle, elastic modulus and structural surface. The rock mass inversion while drilling model adopted at the moment is an advanced model for inverting and predicting the internal structure and property of the rock mass based on real-time drilling data and monitoring information, and aims to perform inversion analysis on the mechanical properties, geological structure, stress state and the like of the rock mass through real-time monitoring data in the drilling process so as to predict the response and deformation behavior of the rock mass in the tunnel excavation process. Specifically, the process of using a rock mass inversion while drilling model includes: data acquisition and preprocessing (such as drilling speed, torque, drilling pressure and the like, and core sample data), inversion of geology (geological structure of rock mass) and mechanical parameters (such as elastic modulus, poisson ratio, cohesion, internal friction angle and the like), stress field and deformation prediction, and decision support and optimization. The real-time monitoring and prediction of the internal structure and the property of the rock mass can be realized through the inversion model while drilling of the rock mass, and the accuracy and the reliability of tunnel design and construction are improved. Meanwhile, the model has strong adaptability and flexibility, and can be customized and optimized according to different geological conditions and engineering requirements.
Then, in the in-situ test of the in-situ ground stress, the ground stress test section is arranged by combining with basic data such as geology of the working face of the soft rock tunnel, burial depth and the like, and based on a stress relieving principle, three-dimensional ground stress information obtained by testing stress measuring points of the section of each soft rock tunnel by adopting a hollow inclusion method is obtained, so that ground stress data of different areas of the soft rock tunnel in the construction process are obtained, and the geological environment where engineering occurs is explicitly drawn up; the principle of the hollow inclusion method is that a hollow inclusion is embedded in a soil body, and the stress state information of the soil body is obtained through the volume change caused by the deformation of the hollow inclusion caused by a measured soil reference point. Based on the technology, the ground stress test is carried out on the section of the soft rock tunnel without stress measuring points, and the ground stress data of different areas are obtained.
Finally, according to the in-situ mechanical parameters and the ground stress data obtained through actual testing, the rock strength stress ratio is obtained through calculation, the deformation risk level in front of the tunneling head is obtained based on the calculated rock strength stress ratio, the deformation risk level can be referred to in table 1, R in table 1 represents rock strength (namely the in-situ mechanical parameters), and sigma represents the ground stress data.
Table 1 relation between rock strength stress ratio and deformation risk level
The current mechanical parameter test of tunnel surrounding rock is mostly laboratory measurement, and after the processes of core drilling, sample preparation, test and the like, the rock test has lost the in-situ characteristic, so that the test result has larger difference with the on-site rock mass. And laboratory tests are subjected to sampling, transportation, processing, testing and other steps, so that the time consumption is long, and the site cannot be immediately guided. The rock mass parameters are obtained through inversion through the correlation of the drilling parameters such as the rock mass drilling speed, the pressure, the torque and the like, the rock mass strength parameters and the rock mass structural characteristics, so that the in-situ test and the real-time evaluation of the tunneling tunnel surrounding rock are realized.
When step 102 is specifically implemented, a preset threshold value may be obtained according to the relationship between the rock strength stress ratio and the deformation risk level in table 1, and if the deformation risk level is greater than the preset threshold value, this indicates that there may be a deformation risk in the surrounding rock area of the soft rock tunnel, and the supporting strength of the surrounding rock area of the soft rock tunnel needs to be improved. The surrounding rock area of the soft rock tunnel refers to an area from the tunnel face to the front of the secondary lining in the embodiment of the application.
And step 103 is implemented specifically, constructing a network topology structure of a microseismic monitoring system in a surrounding rock area of the soft rock tunnel with improved supporting strength, and further judging whether the surrounding rock large deformation early warning exists or not so as to realize accurate judgment on whether the surrounding rock large deformation early warning exists in the surrounding rock area of the soft rock tunnel.
The network topology structure of the microseismic monitoring system of the soft rock tunnel is shown in fig. 4, fig. 4 is a schematic diagram of a dynamic deployment scheme of microseismic sensors and a network topology structure of microseismic monitoring provided by the embodiment of the application, the network topology structure of the microseismic monitoring system comprises 6-channel microseismic acceleration sensors, the 6-channel microseismic acceleration sensors are located on 3 sections behind a tunnel face, 2 sensors are respectively installed on left and right side sidewalls of each section (the left side section is respectively provided with an acceleration sensor 1, an acceleration sensor 2 and an acceleration sensor 3, and the right side section is respectively provided with an acceleration sensor 4, an acceleration sensor 5 and an acceleration sensor 6); in order to ensure that the monitoring effect and the sensors are not damaged, the distance between the heading head (1) and the acceleration sensor closest to the face is set to 25 meters, and the distance between adjacent sensor sections is set to 25 meters. After the face continues to excavate 25 meters, the two furthest acceleration sensors are recovered and moved to a new section near the face (see the dotted area and the dotted arrow in fig. 3). The obtained seismic source parameters are then transmitted to a signal processing host (8) for analysis processing of the microseismic monitored signals, the processed analysis data are transmitted to a computer (9), and the data are transmitted to a data analysis center (10) through the computer (9).
In an optional embodiment of the present application, a network topology structure of a microseismic monitoring system is constructed in a surrounding rock area of a soft rock tunnel with improved supporting strength, and whether a surrounding rock large deformation early warning exists is determined, including the following steps: and obtaining a plurality of surrounding rock deformation values of the surrounding rock area of the soft rock tunnel based on the network topology structure of the microseismic monitoring system arranged in the surrounding rock area of the soft rock tunnel. And taking the surrounding rock area of the soft rock tunnel corresponding to the surrounding rock deformation value larger than the preset deformation threshold as a target area, wherein the preset threshold can be set to 350mm, when the surrounding rock deformation of the tunnel exceeds 350mm, the surrounding rock deformation of the tunnel is considered to be serious, and the surrounding rock area of the soft rock tunnel corresponding to the surrounding rock deformation value is a deformation area.
Then, taking a plurality of microseismic events gathered in a target area corresponding to surrounding rock deformation values larger than a preset deformation threshold as target events, taking the target events as research objects, and carrying out statistical analysis on a plurality of seismic source parameters gathered in the surrounding rock deformation occurrence process in the area to obtain the change trend of the seismic source parameters before and after the surrounding rock deformation disasters, wherein the seismic source parameters comprise: the frequency of the microseismic event, the total energy released by the microseismic event, the maximum magnitude of the microseismic event, the energy index and apparent volume, the frequency of the microseismic signal, the b value, the fractal dimension and the like. The obtained variation trend of the seismic source parameters before and after the surrounding rock deformation disaster may have different characteristics in different projects, but in the same project, parameters are different between the case of no large deformation disaster and the case of large deformation disaster, such as different daily frequencies of microseismic events, different daily released energy and the like. And judging whether the surrounding rock large deformation early warning exists in the surrounding rock area of the soft rock tunnel through the change trend of the seismic source parameters before and after the surrounding rock deformation disaster. Before excavation, the microseismic activity of the section is lower, and the energy index and the cumulative apparent volume are slowly increased, so that the surrounding rock state is relatively stable. Along with the progress of the excavation of the section, the micro-fracture in the surrounding rock under the strong disturbance continuously occurs, at the moment, the mechanical property of the surrounding rock of the monitored area is deteriorated, the damage degree of the rock mass is aggravated, and obvious anomalies appear in a plurality of micro-seismic source parameters, such as the increase of the number of micro-seismic events, the accelerated increase of energy release, the rapid increase of the logarithm of energy indexes, and the stable increase of the accumulated apparent volume and the decrease of the frequency, the b value and the fractal dimension of the micro-seismic signals are accompanied.
In an alternative embodiment of the present application, referring to fig. 5, fig. 5 is a flowchart of a method for early warning of a large deformation of a surrounding rock based on a seismic source parameter, and based on the trend of the change of the seismic source parameter, the method for judging whether the surrounding rock large deformation early warning exists includes the following steps: before judging, dividing the seismic source parameters into main control parameters and secondary control parameters, and judging whether surrounding rock large deformation early warning exists in a surrounding rock area of the soft rock tunnel according to the parameters of different types, wherein the main control parameters comprise: the daily frequency of the microseismic event, the daily total released energy of the microseismic event and the maximum magnitude of the microseismic event, and the secondary control parameters comprise: the energy index and apparent volume, microseismic signal frequency, b value and fractal dimension.
Then, judging whether the surrounding rock large deformation early warning exists in the surrounding rock area of the soft rock tunnel according to the main control parameters and the secondary control parameters, wherein the method mainly comprises the following conditions: under the condition that no parameter abnormality exists in the main control parameters, determining that no surrounding rock large deformation early warning exists; under the condition that no parameter abnormality exists in the secondary control parameters, determining that surrounding rock large deformation early warning exists, and determining that the micro-earthquake early warning level is four-level early warning; under the condition that single parameter abnormality exists in the secondary control parameters, determining that surrounding rock large deformation early warning exists, and enabling the micro-earthquake early warning level to be three-level early warning; under the condition that two to three parameters in the secondary control parameters are abnormal, determining that surrounding rock large deformation early warning exists, wherein the micro-earthquake early warning level is a secondary early warning; and under the condition that all parameters in the secondary control parameters are abnormal, determining that surrounding rock large deformation early warning exists, wherein the micro-earthquake early warning level is a primary early warning.
The current safety monitoring analysis of tunnel excavation surrounding rock mostly depends on conventional monitoring technology, such as a multipoint displacement meter, an anchor rod stress meter and the like, when the reading is abnormal, the method indicates that an internal crack is developed and has time hysteresis, and the conventional monitoring technology can only aim at stress and displacement data of a specific monitoring point and cannot cover the whole space area. By adopting microseism monitoring as a three-dimensional real-time monitoring technology, the fracture information of the rock mass can be captured before the macroscopic instability of the rock mass, and the time, space, vibration level, energy and other seismic source information of the microsection event can be obtained through inversion calculation, so that disaster early warning and forecasting can be dynamically carried out.
When step 104 is implemented specifically, under the condition that the surrounding rock large deformation early warning exists, the tunnel surrounding rock deformation dynamic prevention and control measures are determined according to the abnormal parameters. After the micro-earthquake early warning grade is obtained, different dynamic prevention and control measures are adopted for the early warning of different grades, and specifically, the method comprises the following conditions: under the condition that the micro-earthquake early warning level is four-level early warning, determining that the prevention and control measures are slowing down the excavation construction progress; under the condition that the micro-earthquake early warning level is three-level early warning, determining that the prevention and control measures are excavation construction suspension and system measures follow; under the condition that the micro-earthquake early warning level is the secondary early warning, determining that the prevention and control measures are the measures of suspending excavation construction and enhancing a system; under the condition that the micro-earthquake early warning level is the first-level early warning, determining the prevention and control measures to suspend construction and carrying out emergency danger avoidance on personnel equipment. When the dynamic prevention and control measures for the deformation of the surrounding rock of the tunnel are selected, the deformation characteristics of the surrounding rock of the tunnel under construction are compared according to the in-situ test result, and the existing discrimination standard is corrected according to the actual strength stress ratio and the deformation characteristics of the tunnel engineering, so that the discrimination basis which is more in line with the deformation characteristics of the surrounding rock of the actual tunnel excavation engineering is formed.
In an alternative embodiment of the present application, the method further comprises: under the condition that the deformation risk level in front of the tunneling head is that the surrounding rock area of the soft rock tunnel does not have large deformation risk, adopting lower supporting strength, then constructing a network topology structure of a microseismic monitoring system in the surrounding rock area of the soft rock tunnel adopting lower supporting strength, and judging whether surrounding rock large deformation early warning exists or not; under the condition that the surrounding rock large deformation early warning exists, the supporting strength is locally enhanced, so that the supporting of the surrounding rock area of the soft rock tunnel is realized. The supporting strength is dynamically adjusted according to actual large deformation risk levels of different mileage of the surrounding rock of the tunnel, so that resource waste caused by the fact that high-strength supporting levels are adopted in all mileage of the tunnel is avoided, and economic effect is greatly improved on the premise of ensuring the construction safety of the tunnel.
According to the method for early judging, early warning and preventing and controlling the large deformation of the soft rock of the railway tunnel, provided by the embodiment of the application, the deformation risk level in front of the tunneling head is obtained by carrying out in-situ test on the mechanical parameters and the ground stress of the surrounding rock on site based on a digital drilling test technology; under the condition that the deformation risk level is larger than a preset threshold value, determining to improve the supporting strength of the surrounding rock area of the soft rock tunnel; constructing a network topology structure of a microseismic monitoring system in a surrounding rock area of the soft rock tunnel with improved supporting strength, and judging whether a surrounding rock large deformation early warning exists or not; under the condition that the surrounding rock large deformation early warning exists, tunnel surrounding rock deformation dynamic prevention and control measures are determined aiming at abnormal parameters. According to the method, in-situ test and microseismic monitoring results are comprehensively considered, the large deformation risk level of different mileage positions of the tunnel can be dynamically adjusted, meanwhile, the tunnel support parameters are dynamically optimized according to the actual large deformation risk level of different mileage positions of the surrounding rock of the tunnel, unreasonable support parameter design caused by the fact that the same support parameters are adopted in different mileage positions of the tunnel by the related method is avoided, and safe and dynamic control of deformation of the surrounding rock of the tunnel is realized.
In a second aspect of the embodiment of the present application, an early-stage determination, early warning and prevention and control device for large deformation of soft rock in a railway tunnel is provided, referring to fig. 6, fig. 6 is a schematic diagram of the early-stage determination, early warning and prevention and control device for large deformation of soft rock in a railway tunnel provided by the embodiment of the present application, where the device includes:
The test module 601 is used for carrying out in-situ test on the mechanical parameters of the surrounding rock and the ground stress on the basis of a digital drilling test technology to obtain a deformation risk level in front of the tunneling head;
The supporting strength improving module 602 is configured to determine to improve the supporting strength of the surrounding rock area of the soft rock tunnel when the deformation risk level is greater than a preset threshold;
A first judging module 603, configured to construct a network topology structure of a microseismic monitoring system in a surrounding rock area of the soft rock tunnel with improved supporting strength, and judge whether a surrounding rock large deformation early warning exists;
the first dynamic prevention and control module 604 is configured to determine a dynamic prevention and control measure for deformation of the surrounding rock of the tunnel according to the abnormal parameter when the surrounding rock is large in deformation and early-warning.
Wherein, the test module includes:
The in-situ mechanical parameter obtaining submodule is used for obtaining in-situ mechanical parameters of 15-20 meters in front of the tunneling head by adopting a rock mass inversion while drilling model according to drilling parameters of the on-site drill bit, wherein the drilling parameters comprise: drilling rate, bit rotational speed, bit torque, drilling pressure and unit cutting energy, the in situ mechanical parameters include: the soft rock body of the structural surface has compressive strength, cohesive force, internal friction angle, elastic modulus and structural surface;
the ground stress data acquisition sub-module is used for acquiring three-dimensional ground stress information obtained by testing the section stress measuring points of each soft rock tunnel by adopting a hollow inclusion method, and obtaining ground stress data of different areas of the soft rock tunnel in the construction period;
And the deformation risk level determining submodule is used for calculating a rock strength stress ratio based on the in-situ mechanical parameter and the ground stress data and obtaining the deformation risk level in front of the tunneling head based on the rock strength stress ratio.
The soft rock tunnel surrounding rock area in the first judging module is an area from a tunnel face to the front of the second lining; the network topology structure of the microseismic monitoring system comprises: the 6-channel microseismic acceleration sensor is positioned on the left side wall and the right side wall of 2 sections behind the tunnel face, and 3 acceleration sensors are arranged on one side wall; the distance between the heading head and the acceleration sensor closest to the face is set to 25 meters, and the distance between adjacent acceleration sensor segments is set to 25 meters.
Wherein, the first judging module includes:
the surrounding rock deformation value acquisition submodule is used for obtaining a plurality of surrounding rock deformation values of the surrounding rock area of the soft rock tunnel based on the network topology structure of the microseismic monitoring system;
The target area determining submodule is used for taking a soft rock tunnel surrounding rock area corresponding to the surrounding rock deformation value which is larger than a preset deformation threshold as a target area;
the target time determining submodule is used for taking a plurality of microseism events gathered in the target area corresponding to the surrounding rock deformation value which is larger than a preset deformation threshold value before and after occurrence as target events;
The analysis submodule is used for analyzing a plurality of focus parameters gathered in the target event to obtain a focus parameter change trend before and after the surrounding rock deformation disaster, and the focus parameters comprise: the frequency of the microseismic event, the total energy released by the microseismic event, the maximum magnitude of the microseismic event, the energy index and apparent volume, the frequency of the microseismic signal, the b value and the fractal dimension;
and the judging sub-module is used for judging whether the surrounding rock large deformation early warning exists or not based on the seismic source parameter change trend.
Wherein, judge submodule includes:
The first determining submodule is used for determining that the surrounding rock large deformation early warning does not exist under the condition that the main control parameters are free from parameter abnormality;
The second determining sub-module is used for determining that the surrounding rock large deformation early warning exists under the condition that no parameter abnormality exists in the secondary control parameters, and determining the micro-earthquake early warning level as four-level early warning;
the third determining sub-module is used for determining that the surrounding rock large deformation early warning exists under the condition that single parameter abnormality exists in the secondary control parameters, and determining the microseismic early warning level as three-level early warning;
A fourth determining sub-module, configured to determine that the surrounding rock large deformation early warning exists and the microseism early warning level is determined to be a second-level early warning when two to three parameters in the secondary control parameters are abnormal;
A fifth determining sub-module, configured to determine that the surrounding rock large deformation early warning exists and the microseism early warning level is determined as a first-level early warning when all parameters in the secondary control parameters are abnormal; the main control parameters comprise: the daily frequency of the microseismic event, the daily total released energy of the microseismic event and the maximum magnitude of the microseismic event, wherein the secondary control parameters comprise: the energy index and apparent volume, microseismic signal frequency, b value and fractal dimension. Wherein the apparatus further comprises:
A sixth determining submodule, configured to determine that the prevention and control measure is to slow down the construction progress of excavation under the condition that the micro-earthquake early warning level is the four-level early warning;
A seventh determining submodule, configured to determine that the prevention and control measure is to suspend excavation construction and follow up a system measure when the microseism early warning level is the third level early warning;
An eighth determining submodule, configured to determine that the prevention and control measure is to suspend excavation construction and enhance a system measure when the microseism early warning level is the second level early warning;
and the ninth determination submodule is used for determining that the prevention and control measures are construction suspension and carrying out emergency risk avoidance on personnel equipment under the condition that the micro-earthquake early warning level is the primary early warning.
Wherein the apparatus further comprises:
The support strength module is used for adopting lower support strength under the condition that the deformation risk level in front of the tunneling head is that the surrounding rock area of the soft rock tunnel is free from large deformation risk;
The second judging submodule is used for constructing a network topology structure of the microseismic monitoring system in a surrounding rock area of the soft rock tunnel with lower supporting strength and judging whether the surrounding rock large deformation early warning exists or not;
And the second dynamic prevention and control module is used for locally reinforcing the supporting strength under the condition that the surrounding rock is subjected to large deformation early warning.
In this specification, each embodiment is described in a progressive manner, and each embodiment is mainly described by differences from other embodiments, and identical and similar parts between the embodiments are all enough to be referred to each other.
Embodiments of the present application are described with reference to flowchart illustrations and/or block diagrams of methods, apparatus according to embodiments of the application. It will be understood that each flow and/or block of the flowchart illustrations and/or block diagrams, and combinations of flows and/or blocks in the flowchart illustrations and/or block diagrams, can be implemented by computer program instructions. These computer program instructions may be provided to a processor of a general purpose computer, special purpose computer, embedded processor, or other programmable data processing terminal device to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing terminal device, create means for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be stored in a computer-readable memory that can direct a computer or other programmable data processing apparatus to function in a particular manner, such that the instructions stored in the computer-readable memory produce an article of manufacture including instruction means which implement the function specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be loaded onto a computer or other programmable data processing apparatus to cause a series of operational steps to be performed on the computer or other programmable apparatus to produce a computer implemented process such that the instructions which execute on the computer or other programmable apparatus provide steps for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
While preferred embodiments of the present application have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. It is therefore intended that the following claims be interpreted as including the preferred embodiment and all such alterations and modifications as fall within the scope of the embodiments of the application.
Finally, it is further noted that relational terms such as first and second, and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or terminal that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or terminal. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or terminal device that comprises the element.
The method and the device for early judging, early warning and preventing and controlling the large deformation of the soft rock of the railway tunnel provided by the application are described in detail, and specific examples are applied to the principle and the implementation mode of the application, and the description of the examples is only used for helping to understand the method and the core idea of the application; meanwhile, as those skilled in the art will have variations in the specific embodiments and application scope in accordance with the ideas of the present application, the present description should not be construed as limiting the present application in view of the above.
Claims (8)
1. The method for early judging, early warning and preventing and controlling the large deformation of the soft rock of the railway tunnel is characterized by comprising the following steps:
Performing in-situ test on mechanical parameters and ground stress of the surrounding rock on site based on a digital drilling test technology to obtain a deformation risk level in front of the tunneling head;
under the condition that the deformation risk level is larger than a preset threshold value, determining to improve the supporting strength of the surrounding rock area of the soft rock tunnel;
Constructing a network topology structure of a microseismic monitoring system in a surrounding rock area of the soft rock tunnel with improved supporting strength, and judging whether a surrounding rock large deformation early warning exists or not;
under the condition that the surrounding rock large deformation early warning exists, tunnel surrounding rock deformation dynamic prevention and control measures are determined aiming at abnormal parameters.
2. The method for early judging, early warning and controlling the large deformation of the soft rock of the railway tunnel according to claim 1, wherein the method for in-situ testing the mechanical parameters of surrounding rock and the ground stress on the basis of the digital drilling test technology to obtain the deformation risk level in front of a tunneling head comprises the following steps:
According to drilling parameters of the on-site drill bit, a rock mass while-drilling inversion model is adopted to obtain in-situ mechanical parameters of 15 meters to 20 meters in front of a tunneling head, wherein the drilling parameters comprise: drilling rate, bit rotational speed, bit torque, drilling pressure and unit cutting energy, the in situ mechanical parameters include: the soft rock body of the structural surface has compressive strength, cohesive force, internal friction angle, elastic modulus and structural surface;
three-dimensional ground stress information obtained by testing stress measuring points of cross sections of soft rock tunnels by adopting a hollow inclusion method is obtained, and ground stress data of different areas of the soft rock tunnels in a construction period are obtained;
And calculating a rock strength stress ratio based on the in-situ mechanical parameters and the ground stress data, and obtaining a deformation risk level in front of the tunneling head based on the rock strength stress ratio.
3. The method for early judging, early warning and controlling the large deformation of soft rock of a railway tunnel according to claim 1, wherein the surrounding rock area of the soft rock tunnel is the area from the tunnel face to the front of the second lining;
The network topology structure of the microseismic monitoring system comprises: the 6-channel microseismic acceleration sensor is positioned on the left side wall and the right side wall of 2 sections behind the tunnel face, and 3 acceleration sensors are arranged on one side wall;
The distance between the heading head and the acceleration sensor closest to the face is set to 25 meters, and the distance between adjacent acceleration sensor segments is set to 25 meters.
4. The method for early judging, early warning and preventing and controlling the large deformation of the soft rock of the railway tunnel according to claim 1, wherein the step of constructing a network topology structure of a microseismic monitoring system in the surrounding rock area of the soft rock tunnel with improved supporting strength to judge whether the large deformation early warning of the surrounding rock exists comprises the following steps:
Obtaining a plurality of surrounding rock deformation values of the surrounding rock area of the soft rock tunnel based on the network topology structure of the microseismic monitoring system;
Taking a soft rock tunnel surrounding rock area corresponding to the surrounding rock deformation value larger than a preset deformation threshold as a target area;
taking a plurality of microseismic events which are gathered in the target area and correspond to the surrounding rock deformation values which are larger than a preset deformation threshold as target events;
Analyzing a plurality of focus parameters gathered in the target event to obtain a focus parameter change trend before and after the surrounding rock deformation disaster, wherein the focus parameters comprise: the frequency of the microseismic event, the total energy released by the microseismic event, the maximum magnitude of the microseismic event, the energy index and apparent volume, the frequency of the microseismic signal, the b value and the fractal dimension;
and judging whether the surrounding rock large deformation early warning exists or not based on the seismic source parameter change trend.
5. The method for early identification, early warning and prevention and control of large deformation of soft rock in railway tunnel according to claim 4, wherein the step of determining whether the surrounding rock large deformation early warning exists based on the source parameter change trend comprises the following steps:
under the condition that no parameter abnormality exists in the main control parameters, determining that the surrounding rock large deformation early warning does not exist;
Under the condition that no parameter abnormality exists in the secondary control parameters, determining that the surrounding rock large deformation early warning exists, and determining the micro-earthquake early warning level as a four-level early warning;
under the condition that single parameter abnormality exists in secondary control parameters, determining that surrounding rock large deformation early warning exists, and determining a microseismic early warning level as three-level early warning;
Under the condition that two to three parameters in the secondary control parameters are abnormal, determining that the surrounding rock large deformation early warning exists, and determining the micro-earthquake early warning level as a secondary early warning;
Under the condition that all parameters in the secondary control parameters are abnormal, determining that the surrounding rock large deformation early warning exists, and determining the micro-earthquake early warning level as a primary early warning; the main control parameters comprise: the daily frequency of the microseismic event, the daily total released energy of the microseismic event and the maximum magnitude of the microseismic event, wherein the secondary control parameters comprise: the energy index and apparent volume, microseismic signal frequency, b value and fractal dimension.
6. The method for early identification, early warning and prevention and control of large deformation of soft rock in a railway tunnel according to claim 5, further comprising:
under the condition that the micro-earthquake early warning level is the four-level early warning, determining that the prevention and control measures are slowing down the construction progress of excavation;
under the condition that the micro-earthquake early warning level is the three-level early warning, determining that the prevention and control measures are the measures of suspending excavation construction and following the system measures;
Under the condition that the micro-earthquake early warning level is the secondary early warning, determining that the prevention and control measures are measures for suspending excavation construction and enhancing a system;
And under the condition that the micro-earthquake early warning level is the primary early warning, determining that the prevention and control measures are construction suspension and carrying out emergency risk avoidance on personnel equipment.
7. The method for early identification, early warning and prevention and control of large deformation of soft rock in a railway tunnel according to claim 1, further comprising:
Determining to use lower supporting strength under the condition that the deformation risk level in front of the tunneling head is that the surrounding rock area of the soft rock tunnel is free from large deformation risk;
Constructing a network topology structure of the microseismic monitoring system in a surrounding rock area of a soft rock tunnel with lower supporting strength, and judging whether a surrounding rock large deformation early warning exists or not;
And under the condition that the surrounding rock large deformation early warning exists, determining the local reinforcing support strength.
8. An early identification, early warning and prevention and control device for large deformation of soft rock of a railway tunnel is characterized by comprising:
The test module is used for carrying out in-situ test on the mechanical parameters of the surrounding rock and the ground stress on the basis of a digital drilling test technology to obtain the deformation risk level in front of the tunneling head;
The support strength improving module is used for determining to improve the support strength of the surrounding rock area of the soft rock tunnel under the condition that the deformation risk level is larger than a preset threshold value;
The first judging module is used for constructing a network topology structure of the microseismic monitoring system in a surrounding rock area of the soft rock tunnel with the supporting strength improved and judging whether a surrounding rock large deformation early warning exists or not;
The first dynamic prevention and control module is used for determining dynamic prevention and control measures of tunnel surrounding rock deformation aiming at abnormal parameters under the condition that the surrounding rock large deformation early warning exists.
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