Rock mass fracture zone stress-strain real-time monitoring method and rock mass stability analysis method

Abstract

The invention discloses a rock mass fracture zone stress-strain real-time monitoring method and a rock mass stability analysis method. The real-time monitoring method comprises the steps that a fracture zone surface area is determined, specifically, a groove is vertically dug in the middle of the fracture zone surface area, and the groove penetrates through the fracture zone surface area and extends to complete rock mass areas on the two sides; a preset stress monitoring device is embedded in the groove; according to the groove, first drilling position information and second drilling position information are determined, and a first mounting hole and a second mounting hole are drilled; a first anchor rod and a second anchor rod are mounted in the first mounting hole and the second mounting hole correspondingly, and the first anchor rod and the second anchor rod are both arranged in an overhanging mode; a preset strain monitoring device is installed between the first anchor rod and the second anchor rod which extend out in a suspended mode; based on a preset stress monitoring device and a preset strain monitoring device, obtaining stress information and strain information of the fracture zone area. According to the method, stress and deformation in the fracture zone can be monitored in real time, and a basis is provided for surrounding rock treatment.

Description

Technical Field

[0001] The present invention relates to the technical field of rock mass stress and strain monitoring, and in particular to a real-time monitoring method for stress and strain in a rock mass fracture zone and a rock mass stability analysis method. Background Art

[0002] During the excavation of a deep vertical shaft, surrounding rocks of different integrity will be produced. The displacement and stress changes of rock strata with different integrity are inconsistent. When two surrounding rocks of different integrity are combined together, the intact surrounding rock and the broken zone will undergo uncoordinated deformation. If the shaft is affected by this uncoordinated deformation for a long time, the shaft wall will crack, and in more serious cases, the shaft wall will become unstable.

[0003] Due to geological tectonic action, the fractures in the broken surrounding rock are relatively developed, and the engineering characteristics are heterogeneous, discontinuous and uncertain. After the underground project is excavated, the distribution range of the exposed broken surrounding rock is also uncertain. The broken rock mass surrounding rock may be only centimeters, or it may reach several meters or even tens of meters. The conventional stress-strain monitoring methods disclosed in the prior art cannot meet the needs of accurate monitoring of the pressure deformation of the broken surrounding rock. Summary of the invention

[0004] In view of this, the embodiments of the present disclosure provide a real-time monitoring method for stress and strain in rock fracture zones and a rock stability analysis method, which can perform real-time, comprehensive and accurate monitoring of stress and strain in rock fracture zones discovered on site, quickly and efficiently.

[0005] In a first aspect, an embodiment of the present disclosure provides a method for real-time monitoring of stress and strain in a rock mass fracture zone, comprising:

[0006] Based on the on-site information of the rock mass, determine the surface area of ​​the fracture zone:

[0007] A groove is vertically excavated in the middle of the surface area of ​​the fracture zone, wherein the groove penetrates the surface area of ​​the fracture zone and extends to the complete rock mass areas on both sides;

[0008] The preset stress monitoring device is buried in the groove and fixed by covering with concrete;

[0009] Determining first drilling position information and second drilling position information according to the groove;

[0010] Drilling a first mounting hole and a second mounting hole according to the first drilling position information and the second drilling position information respectively; a center line connecting the first mounting hole and the second mounting hole is parallel to the longitudinal axis of the groove, and the first mounting hole is perpendicular to the surface of the broken zone;

[0011] Installing a first anchor rod and a second anchor rod in the first mounting hole and the second mounting hole respectively, and both the first anchor rod and the second anchor rod are cantilevered;

[0012] Installing a preset strain monitoring device between the first anchor rod and the second anchor rod that are cantilevered, with the longitudinal axis of the preset strain monitoring device being perpendicular to the first anchor rod;

[0013] Based on the preset stress monitoring device, stress information of the broken zone area is obtained; based on the preset strain monitoring device, strain information of the broken zone area is obtained.

[0014] Optionally, the inner diameter of the groove is matched with the outer diameter of the preset stress monitoring device, and the length of the groove is greater than the vertical dimension of the surface area of ​​the fracture zone;

[0015] The vertical direction is the longitudinal stress direction of the surface area of ​​the fracture zone spreading toward the intact rock mass.

[0016] Optionally, the vertically excavated groove in the middle of the surface area of ​​the broken zone includes:

[0017] A groove body is provided vertically along the middle position of the surface area of ​​the broken zone; the length of the groove body is not less than the vertical dimension of the surface area of ​​the broken zone;

[0018] A first groove and a second groove are respectively provided at two ends of the groove body, and the inner diameter of the first groove and the inner diameter of the second groove are both larger than the inner diameter of the groove body;

[0019] The first groove is located in the intact rock area on one side of the surface area of ​​the broken zone; the second groove is located in the intact rock area on the other side of the surface area of ​​the broken zone.

[0020] Optionally, the preset stress monitoring device comprises a round steel, a first base, a second base and a stress monitoring device fixed to the round steel, the first base and the second base are respectively fixedly mounted on both ends of the round steel, and the end areas of the first base and the second base are both larger than the end area of ​​the round steel;

[0021] The step of embedding the preset stress monitoring device in the groove comprises:

[0022] Placing the round steel in the tank body;

[0023] The first base and the second base are placed in the first groove and the second groove respectively.

[0024] Optionally, the hole depth of the first mounting hole, the hole depth of the second mounting hole, and the groove depth of the groove are set to be consistent;

[0025] The preset stress monitoring device is provided in plurality;

[0026] When three preset stress monitoring devices are provided, burying the preset stress monitoring devices in the groove and fixing them with concrete covers includes:

[0027] The first preset stress monitoring device is arranged to fit the bottom of the groove and covered with concrete;

[0028] A second preset stress monitoring device is arranged in the groove covered with concrete along the groove depth direction of the groove, and is covered with concrete;

[0029] A third preset stress monitoring device is arranged in the groove covered with concrete along the groove depth direction of the groove, and is covered with concrete;

[0030] The three preset stress monitoring devices are arranged at equal intervals along the groove depth direction of the groove.

[0031] Optionally, the distance from the outer side of the third preset stress monitoring device to the surface area of ​​the broken zone is △H, 10cm≤△H≤20cm.

[0032] Optionally, the first drilling position information includes a first drilling position, a first hole depth and a first hole diameter; the second drilling position information includes a second drilling position, a second hole depth and a second hole diameter;

[0033] The distance between the first drilling position and the groove is L1, 10cm≤L1≤20cm;

[0034] The distance between the second drilling position and the first drilling position is set to match the length of the preset strain monitoring device;

[0035] The first aperture is matched with the outer diameter of the first anchor rod;

[0036] The second hole diameter is matched with the outer diameter of the second anchor rod.

[0037] Optionally, the preset distance from the strain monitoring device to the surface area of ​​the fracture zone is L3, 3cm≤L3≤5cm.

[0038] Optionally, the first base and the second base have the same structure;

[0039] The stress information of the fracture zone area includes the stress P inside the rock mass: P=F / A; wherein F is the pressure value detected by the preset stress monitoring device, and A is the area of ​​the first base.

[0040] In a second aspect, the present application discloses a rock mass stability analysis method, based on the rock mass fracture zone stress and strain real-time monitoring method, comprising:

[0041] Based on the preset stress monitoring device, stress information within a preset period in the fracture zone area is obtained;

[0042] Obtaining a stress change trend graph according to the stress information within a preset period;

[0043] Based on the preset strain monitoring device, the strain information of the fracture zone area within a preset period is obtained;

[0045] Obtaining a strain change trend graph according to the strain information within a preset period;

[0046] Based on the stress change trend diagram and the strain change trend diagram, the influence of the surface area of ​​the broken zone on the side wall of the tunnel is determined.

[0047] The real-time monitoring method of stress and strain in the rock mass fracture zone disclosed in the present application can directly obtain stress information of the fracture zone area by drilling grooves in the surface area of ​​the fracture zone and burying stress monitoring devices therein; at the same time, by drilling installation holes on both sides of the grooves and installing anchor rods, combined with strain monitoring devices, it can monitor strain information of the fracture zone area in real time, and can more accurately capture the stress and strain changes of the fractured surrounding rock, solving the problem that the stress and strain of the fractured surrounding rock cannot be accurately monitored in the prior art. By monitoring the fracture zone area specifically, the mechanical behavior of the area can be grasped more accurately; by monitoring stress and strain at the same time, the stability of the rock mass can be comprehensively evaluated from multiple angles; by using real-time monitoring equipment, data can be obtained in a timely manner and possible changes can be responded to quickly; by burying and fixing the monitoring device, the continuity and reliability of the data can be ensured; through real-time monitoring of the fracture zone, potential risks can be warned in advance to ensure the safety of personnel and equipment.

[0048] The above description is only an overview of the technical solution of the present invention. In order to more clearly understand the technical means of the present invention, it can be implemented in accordance with the contents of the specification. In order to make the above and other purposes, features and advantages of the present invention more obvious and easy to understand, the following preferred embodiments are specifically cited and described in detail with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0049] In order to more clearly illustrate the technical solutions of the embodiments of the present disclosure, the drawings required for use in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present disclosure. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0050] Figure 1 A schematic flow chart of a method for real-time monitoring stress and strain in a rock fracture zone provided in an embodiment of the present disclosure.

[0051] Figure 2A schematic diagram of the installation of a preset stress monitoring device provided in an embodiment of the present disclosure.

[0052] Figure 3 A schematic diagram of the installation of a preset strain monitoring device provided in an embodiment of the present disclosure.

[0053] Figure 4 A schematic flow chart of a rock mass stability analysis method provided in an embodiment of the present disclosure.

[0054] Description of reference numerals:

[0055] 10. Upper intact rock mass; 20. Surface area of ​​the broken zone; 30. Lower intact rock mass; 100. First base; 200. Round steel; 300. Second base; 400. Stress monitoring device; 500. First anchor rod; 600. Second anchor rod; 700. Preset strain monitoring device. DETAILED DESCRIPTION

[0056] The embodiments of the present disclosure are described in detail below with reference to the accompanying drawings.

[0057] It should be clear that the following embodiments of the present disclosure are described by specific specific examples, and those skilled in the art can easily understand other advantages and effects of the present disclosure from the contents disclosed in this specification. Obviously, the described embodiments are only a part of the embodiments of the present disclosure, rather than all of the embodiments. The present disclosure can also be implemented or applied through other different specific embodiments, and the details in this specification can also be modified or changed in various ways based on different viewpoints and applications without departing from the spirit of the present disclosure. It should be noted that the following embodiments and features in the embodiments can be combined with each other in the absence of conflict. Based on the embodiments in the present disclosure, all other embodiments obtained by ordinary technicians in the field without making creative work are within the scope of protection of the present disclosure.

[0058] It should be noted that various aspects of the embodiments within the scope of the appended claims are described below. It should be apparent that the aspects described herein may be embodied in a wide variety of forms, and any specific structure and / or function described herein is merely illustrative. Based on the present disclosure, it should be understood by those skilled in the art that an aspect described herein may be implemented independently of any other aspect, and two or more of these aspects may be combined in various ways. For example, any number of aspects described herein may be used to implement the device and / or practice the method. In addition, other structures and / or functionalities other than one or more of the aspects described herein may be used to implement this device and / or practice this method.

[0059] It should also be noted that the illustrations provided in the following embodiments are only schematic illustrations of the basic concept of the present disclosure. The drawings only show components related to the present disclosure rather than being drawn according to the number, shape and size of components in actual implementation. In actual implementation, the type, quantity and proportion of each component may be changed arbitrarily, and the component layout may also be more complicated.

[0060] Additionally, in the following description, specific details are provided to facilitate a thorough understanding of the examples. However, it will be understood by those skilled in the art that the aspects described may be practiced without these specific details.

[0061] Reference Figure 1 The present application discloses a method for real-time monitoring of stress and strain in a rock mass fracture zone, comprising:

[0062] S100, determining the surface area of ​​the fracture zone based on the on-site information of the rock mass.

[0063] Specifically, geological engineers or relevant professionals can conduct on-site investigations to determine the specific location and scope of the surface area of ​​the fracture zone based on the on-site information of the rock mass; determine the surface area of ​​the fracture zone to ensure that the monitoring objectives are clear.

[0064] S200, a vertical groove is excavated in the middle of the surface area of ​​the broken zone, and the groove penetrates the surface area of ​​the broken zone and extends to the intact rock areas on both sides.

[0065] The purpose of this groove is to bury the stress monitoring device, and by extending to the intact rock area, the stability and reliability of the monitoring data can be ensured.

[0066] By cutting a groove in the middle of the surface area of ​​the broken zone, the concentrated stress caused by external stress can be effectively dispersed and absorbed, reducing the impact of stress concentration on the structure. This design helps to improve the overall stability of the structure, especially in areas such as the broken zone where unstable factors may exist. At the same time, the middle position is chosen because the stress distribution there is representative and can reflect the stress condition of the entire broken zone.

[0067] In this step, grooves are excavated to bury stress monitoring devices, extending into the intact rock mass area to enhance stability.

[0068] S300, bury the preset stress monitoring device in the groove and cover and fix it with concrete.

[0069] Among them, the inner diameter of the groove is matched with the outer diameter of the preset stress monitoring device, and the length of the groove is greater than the vertical dimension of the surface area of ​​the broken zone; the vertical direction is the longitudinal stress direction spreading from the surface area of ​​the broken zone to the intact rock mass.

[0070] Among them, the distance from the outer side of the preset stress monitoring device to the surface area of ​​the broken zone is △H, 10cm≤△H≤20cm.

[0071] Specifically, the preset stress monitoring device includes round steel, a first base, a second base and a stress monitoring device fixed to the round steel. The first base and the second base are respectively fixedly installed at both ends of the round steel, and the end areas of the first base and the second base are both larger than the end area of ​​the round steel.

[0072] Among them, the preset stress monitoring device is buried in the groove, that is, the round steel, the first base, the second base, and the stress monitoring device fixed to the round steel are all buried in the groove. Specifically, the round steel is placed vertically in the groove, and then covered and fixed with concrete (that is, the groove is filled) to ensure that the preset stress monitoring device is installed firmly, that is, to ensure that it is closely integrated with the rock mass, and at the same time, these devices can be protected to prevent them from being disturbed or damaged by the outside world, so as to obtain accurate stress data.

[0073] This step can ensure that the layout of the preset stress monitoring devices covers the entire range from the broken zone to the intact rock areas on both sides, providing comprehensive stress data to help engineers more accurately assess the health status of the structure.

[0074] S400, determining first drilling position information and second drilling position information according to the groove.

[0075] The boreholes in the two first drilling hole location information and the second drilling hole location information are parallel.

[0076] S500, drilling a first mounting hole and a second mounting hole according to the first drilling position information and the second drilling position information respectively; a center line connecting the first mounting hole and the second mounting hole is parallel to the longitudinal axis of the groove, and the first mounting hole is perpendicular to the surface of the crushing zone.

[0077] Also refer to Figure 2 , the distance between the first drilling position and the groove is L1, 10cm≤L1≤20cm.

[0078] The first drilling position information includes a first drilling position, a first hole depth and a first hole diameter; the second drilling position information includes a second drilling position, a second hole depth and a second hole diameter.

[0079] S600: Install the first anchor rod and the second anchor rod in the first mounting hole and the second mounting hole respectively, and both the first anchor rod and the second anchor rod are cantilevered.

[0080] Specifically, one end of the first anchor rod is fixedly installed with the first mounting hole, which can fix and support the part extending out of the first mounting hole; one end of the second anchor rod is fixedly installed with the second mounting hole, which can fix and support the part extending out of the second mounting hole.

[0081] The first aperture is matched with the outer diameter of the first anchor rod; and the second aperture is matched with the outer diameter of the second anchor rod.

[0083] S700: Install a preset strain monitoring device between the cantilevered first anchor rod and the second anchor rod, with the longitudinal axis of the preset strain monitoring device being perpendicular to the first anchor rod.

[0084] In this step, the two anchor rods are anchored into the corresponding boreholes by full-length anchoring. The portion of the anchor rod exposed from the shelter is not fixed so that the strain of the broken rock mass can be detected. A preset strain monitoring device is welded between the two anchor rods to monitor the strain of the broken rock mass in real time.

[0085] Specifically, the preset strain monitoring device can be welded and fixed to the first anchor rod and the second anchor rod.

[0086] Meanwhile, referring to 3, the distance between the second drilling position and the first drilling position is set to match the length of the preset strain monitoring device 700.

[0087] The preset distance between the strain monitoring device 700 and the surface area 20 of the fracture zone is L3, 3cm≤L3≤5cm.

[0088] The overhanging parts of the first anchor rod 500 and the second anchor rod 600 can provide an installation base point for the strain monitoring device, which is convenient for fixed installation; at the same time, the preset strain monitoring device 700 is installed between the overhanging first anchor rod 500 and the second anchor rod 600, and the longitudinal axis of the device is perpendicular to the first anchor rod 500. This installation method can ensure that the strain monitoring device can measure strain along a specific direction, thereby obtaining accurate deformation data.

[0089] S800, obtaining stress information of the broken zone area based on a preset stress monitoring device; obtaining strain information of the broken zone area based on a preset strain monitoring device.

[0090] Specifically, the data transmission lines of the preset stress monitoring device and the preset strain monitoring device can be connected to a multi-channel data acquisition instrument to obtain the real-time stress and strain information of the broken rock mass.

[0091] The real-time monitoring method of stress and strain in the rock mass fracture zone disclosed in the present application can directly obtain stress information of the fracture zone area by drilling grooves in the surface area of ​​the fracture zone and burying stress monitoring devices therein; at the same time, by drilling installation holes on both sides of the grooves and installing anchor rods, combined with strain monitoring devices, it can monitor strain information of the fracture zone area in real time, and can more accurately capture the stress and strain changes of the fractured surrounding rock, solving the problem that the stress and strain of the fractured surrounding rock cannot be accurately monitored in the prior art. By monitoring the fracture zone area specifically, the mechanical behavior of the area can be grasped more accurately; by monitoring stress and strain at the same time, the stability of the rock mass can be comprehensively evaluated from multiple angles; by using real-time monitoring equipment, data can be obtained in a timely manner and possible changes can be responded to quickly; by burying and fixing the monitoring device, the continuity and reliability of the data can be ensured; through real-time monitoring of the fracture zone, potential risks can be warned in advance to ensure the safety of personnel and equipment.

[0092] Further, refer to Figure 2 , a vertical groove is excavated along the middle position of the surface area 20 of the broken zone, which can specifically include: a groove body is vertically opened along the middle position of the surface area 20 of the broken zone; the length of the groove body is not less than the vertical dimension of the surface area 20 of the broken zone; a first groove and a second groove are respectively opened at both ends of the groove body, and the inner diameter of the first groove and the inner diameter of the second groove are both larger than the inner diameter of the groove body, which can adapt to the stress distribution under different geological conditions.

[0093] Among them, the first groove is located in the complete rock area on one side of the broken zone surface area 20; the second groove is located in the complete rock area on the other side of the broken zone surface area 20, that is, the first groove is located in the upper complete rock mass 10, and the second groove is located in the lower complete rock mass 30.

[0094] In the upper intact rock mass 10 and the lower intact rock mass 30, since the rock is relatively solid, the larger inner diameter can better adapt to the larger stress changes that may occur here; while in the fracture zone area, the relatively smaller inner diameter of the trough body can more effectively disperse the stress.

[0095] The preset stress monitoring device 400 is buried in the groove, including: placing the round steel 200 in the groove body; placing the first base 100 and the second base 300 in the first groove and the second groove respectively.

[0096] The stress monitoring device 400 is preferably located in the middle of the round steel 200 .

[0097] In this embodiment, the hole depth of the first mounting hole, the hole depth of the second mounting hole, and the groove depth of the groove are set to be consistent.

[0098] The first base has the same structure as the second base; the stress information of the fracture zone area includes the stress P inside the rock mass: P=F / A; wherein F is the pressure value detected by the preset stress monitoring device, and A is the area of ​​the first base.

[0099] The structural design of the groove makes the installation and maintenance of the monitoring device easier; due to the design of the groove body and the grooves at both ends, the preset stress monitoring device can be easily placed in place, and when it needs to be replaced or inspected, it can also be easily removed and reinstalled, which greatly reduces the difficulty and time of maintenance.

[0100] In another embodiment, a plurality of preset stress monitoring devices may be provided.

[0101] When three preset stress monitoring devices are provided, the preset stress monitoring devices are buried in the groove and fixed with concrete covering, including:

[0102] A100, the first preset stress monitoring device is set to fit the bottom of the groove and covered with concrete;

[0103] A200, a second preset stress monitoring device is set in the groove along the groove depth direction of the groove after covering with concrete, and covered with concrete;

[0104] A300, a third preset stress monitoring device is set in the groove along the groove depth direction of the groove after covering with concrete, and covered with concrete;

[0105] Three preset stress monitoring devices are arranged at equal intervals along the groove depth direction of the groove.

[0106] In this embodiment, the distance from the outer side of the third preset stress monitoring device to the surface area of ​​the broken zone is ΔH, and 10 cm ≤ ΔH ≤ 20 cm.

[0108] In this embodiment, three round steels in the three preset stress monitoring devices are arranged in parallel; by arranging multiple stress monitoring devices in the groove, the stress distribution of the broken zone can be monitored more comprehensively, and the monitoring devices at different depths can capture the stress changes at different positions, thereby providing more detailed data; the stress distribution inside the broken zone may be uneven, and the stress changes near the surface and in the deep area may be different; by arranging multiple monitoring devices at different depths, the stress state inside the broken zone can be fully reflected, avoiding the limitation of monitoring at a single position; the arrangement of multiple monitoring devices can verify the data with each other, reducing the errors or anomalies that may occur in single-point monitoring; when the monitoring results of multiple devices are When the results tend to be consistent, the reliability and accuracy of the data can be improved; by setting multiple monitoring devices at equal intervals along the depth of the groove, the stress distribution changes inside the broken zone can be dynamically monitored; this is very important for analyzing the stress change trend of the surrounding rock and judging whether there is a risk of stress concentration or instability; multiple monitoring devices arranged at equal intervals can more conveniently perform data analysis and comparison; stress changes at different depths can be used to evaluate the stability of the surrounding rock and provide a basis for construction and reinforcement measures; the equal-interval arrangement method can be adjusted according to specific engineering needs; for example, if the broken zone is deeper, the number of monitoring devices can be increased and the monitoring points can be further refined to adapt to more complex geological conditions.

[0109] By arranging multiple preset stress monitoring devices at equal intervals in the groove along the groove depth direction, refined monitoring of the internal stress of the broken zone can be achieved. This arrangement can improve the accuracy and reliability of the monitoring data, comprehensively reflect the stress distribution of the broken zone, and thus provide a more accurate basis for engineering design and construction, and enhance the safety and stability of the project.

[0110] In the existing shaft excavation process, uncoordinated deformation may occur between the intact surrounding rock and the broken zone, which may cause cracking or even instability of the shaft wall in the long term. By real-time monitoring of the stress-strain information in the broken zone, uncoordinated deformation of the surrounding rock can be discovered in time, thus providing a basis for dynamic adjustment of engineering design. For example, reinforcement measures can be taken in advance, such as increasing support or adjusting the excavation progress, to avoid shaft wall instability.

[0111] The distribution range and properties of the broken surrounding rock are uncertain, and may vary from a few centimeters to tens of meters. This scheme can adapt to broken surrounding rocks of different ranges and properties by digging grooves in the surface area of ​​the broken zone and burying monitoring devices in them.

[0112] The present application discloses a method for real-time monitoring stress and strain of rock mass fracture zones. The mounting holes and anchor rods in the scheme are simple in design and can be quickly installed and adjusted to adapt to different engineering environments and geological conditions. At the same time, the layout of the monitoring device can be expanded according to actual conditions to ensure the comprehensiveness and flexibility of monitoring; through real-time monitoring, potential safety hazards can be discovered in a timely manner to avoid cracking and instability of the well wall, thereby reducing engineering accidents and maintenance costs. Based on the monitoring data, the wellbore excavation design and construction plan can be optimized to reduce unnecessary engineering costs and improve construction efficiency and economic benefits; this scheme not only monitors stress, but also obtains strain information through a strain monitoring device. The combination of the two can more comprehensively reflect the stress state of the surrounding rock and improve the integrity and accuracy of the monitoring data.

[0113] The real-time monitoring method for stress and strain in rock fracture zones disclosed in the present application has clear steps, including digging grooves, burying monitoring devices, drilling installation holes, etc. The operation process is simple and easy, and is convenient for engineering and technical personnel to implement. This solution is not only suitable for deep vertical shaft excavation, but can also be extended to other underground projects, such as tunnels, mines, etc., and has broad application prospects.

[0114] The real-time monitoring method for stress and strain in the rock fracture zone disclosed in the present application solves the problems of shaft wall cracking and instability caused by the uncoordinated deformation of the broken surrounding rock during the excavation of deep vertical shafts through innovative deployment of monitoring devices and precise stress and strain monitoring. The method has the advantages of being able to accurately monitor complex geological conditions, dynamically adjust engineering design, and improve engineering safety and economy. At the same time, it is simple to operate and easy to promote and apply.

[0115] Reference Figure 4 In the second aspect, the present application discloses a rock mass stability analysis method, based on the rock mass fracture zone stress and strain real-time monitoring method, comprising:

[0116] S10, obtaining stress information of a broken zone area within a preset period based on a preset stress monitoring device.

[0117] By regularly acquiring stress information, we can monitor stress changes in the fracture zone in real time and detect abnormal conditions in a timely manner. Continuous collection of stress data provides a sufficient data basis for subsequent trend analysis and stability assessment. Stress data at multiple depths helps to understand the distribution and variation patterns of stress in the fracture zone.

[0118] S20, obtaining a stress change trend graph according to stress information within a preset period.

[0119] Specifically, the stress data at each depth obtained in S10 can be subjected to time series analysis to draw a curve of stress variation over time at each monitoring point. For example, Excel or professional software (such as MATLAB, Origin, etc.) can be used to draw a line graph, with the horizontal axis being time and the vertical axis being stress value.

[0120] The stress change trend chart intuitively shows the change of stress over time, which is convenient for observation and analysis. The trend chart can be used to identify the change trend of stress, such as whether it continues to increase, the amplitude of fluctuation, etc., which helps to predict possible risks. The trend charts of multiple monitoring points can be compared to understand the similarities and differences of stress changes at different depths.

[0121] S30, obtaining strain information of a broken zone area within a preset period based on a preset strain monitoring device.

[0122] Strain information can reflect the deformation of the surrounding rock and, combined with stress information, can more comprehensively evaluate the mechanical state of the rock mass. Strain data is directly related to the degree of deformation of the rock mass and is crucial for evaluating the stability of the wellbore.

[0123] S40, obtaining a strain change trend graph according to the strain information within a preset period.

[0124] The strain change trend diagram can show the development trend of rock deformation and help determine whether excessive deformation occurs. A sudden increase in strain may be a precursor to well wall instability, and the trend diagram can provide early warning.

[0125] S50, based on the stress change trend diagram and the strain change trend diagram, determine the influence of the surface area of ​​the broken zone on the side wall of the tunnel.

[0126] Comprehensively analyze the changing trends of stress and strain to evaluate the potential impact of the broken zone on the sidewall of the tunnel. For example, if stress and strain continue to increase, it may indicate that the pressure of the broken zone on the sidewall is increasing and there is a risk of instability. Based on the analysis results, it can be decided whether reinforcement measures are needed. By comprehensively analyzing the trends of stress and strain, the impact of the broken zone on the stability of the sidewall of the tunnel can be accurately evaluated, potential risks can be discovered in a timely manner, and a scientific basis can be provided for engineering design and construction, guiding the adoption of appropriate support measures to ensure engineering safety.

[0127] The rock mass stability analysis method disclosed in the present application provides a comprehensive view of the mechanical behavior of the rock mass by simultaneously monitoring stress and strain; combining the changing trends of stress and strain, it can more accurately evaluate the stability of the rock mass; detect potential signs of instability in advance, take preventive measures in time, and avoid safety accidents; adjust the engineering design based on actual monitoring data to improve the economy and efficiency of the project; this method is applicable to various complex geological conditions and has broad application prospects. The rock mass stability analysis method of the present application provides strong technical support for underground engineering construction through real-time monitoring and comprehensive analysis of stress and strain data, effectively ensuring the safety and stability of the project.

[0128] Furthermore, if there is a target turning point in the strain curve of the strain change trend diagram, it is determined that the impact of the surface area of ​​the broken zone on the side wall of the tunnel is serious, indicating that continued construction may lead to large tunnel deformation. Therefore, the construction will be suspended and comprehensive support of the side wall of the tunnel will be carried out.

[0129] If the trends of the stress change trend graph and the strain change trend graph are consistent, it is determined that the surface area of ​​the broken zone has little impact on the side wall of the tunnel, and construction can continue.

[0130] Furthermore, according to the strain change trend graph, the rate of change of strain over time (i.e., strain rate) can be obtained, and its change trend can be analyzed. The strain rate can be obtained by taking the derivative with respect to time, and the formula is: strain rate = d∈ / dt, where ∈ is strain and t is time.

[0131] Under normal circumstances, the strain change of rock mass is slow and stable, and the strain rate is usually low and remains stable; when the strain rate suddenly increases (that is, the slope of the strain curve changes suddenly), it indicates that the surrounding rock may enter an unstable state. This mutation is usually caused by surrounding rock stress concentration, rock mass rupture or support failure.

[0132] On the stress-strain curve, a sudden change in the slope (i.e., the curve becomes steeper) indicates an increase in the strain rate, which indicates that the surrounding rock is about to become unstable. By monitoring the changes in the strain rate, the risk of surrounding rock instability can be warned in advance, so that support measures can be taken in time.

[0133] Through strain measurement, the deformation of the surrounding rock can be understood in real time and abnormalities can be discovered in time. Sudden changes in strain rate are a precursor to surrounding rock instability and can provide early warning signals for support decisions. By analyzing changes in strain rate, the best time for support can be determined to avoid premature or late support.

[0134] Based on the stress change trend chart, the stability of the surrounding rock can be evaluated. If the measured stress value is lower than the bearing capacity of the rock mass, the surrounding rock is in a stable state; if the stress value is close to or exceeds the bearing capacity, the surrounding rock may enter the plastic deformation stage and there is a risk of instability; through stress information, the stress distribution of the surrounding rock can be inferred. For example, high stress areas may be concentrated in certain parts of the top or side walls of the tunnel.

[0135] Combining stress information and mechanical parameters of rock mass (such as elastic modulus, Poisson's ratio, etc.), the range of the plastic zone of rock mass can be inferred through numerical analysis (such as finite element analysis). The appearance of the plastic zone indicates that the rock mass has entered the nonlinear deformation stage and may need to be strengthened.

[0136] The data obtained from strain measurement and stress measurement are comprehensively analyzed, combined with the changing trend of strain rate and stress distribution, to evaluate the overall stability of the surrounding rock. Numerical analysis tools (such as finite element software) are used to calibrate model parameters based on monitoring data to simulate the stress distribution and deformation behavior of the surrounding rock. The reliability of the monitoring data is further verified through simulation results, and the support plan is optimized.

[0137] If the strain rate increases and the stress value approaches or exceeds the bearing capacity, it indicates that the surrounding rock may be about to become unstable. If the strain rate is stable and the stress value is low, it indicates that the surrounding rock is in a stable state.

[0138] Regarding the determination of the timing of support: when the strain rate suddenly increases, support measures need to be taken immediately; when the stress value is close to the bearing capacity, support needs to be strengthened in advance.

[0139] Among them, the choice of support method can determine the support method (such as anchor support, shotcrete support, etc.) and support strength based on the results of numerical analysis. For high stress areas or plastic areas, stronger support measures are required (such as increasing anchor density or using high-strength shotcrete).

[0140] By comprehensively analyzing strain and stress data, the timing and method of support can be scientifically determined to avoid blind support; the numerical analysis results provide a basis for the optimization of the support scheme, which can improve the support effect and reduce project costs; through real-time monitoring and scientific analysis, it can effectively prevent surrounding rock instability and ensure the safety of tunnel construction and operation.

[0141] The basic principles of the present disclosure are described above in conjunction with specific embodiments. However, it should be noted that the advantages, strengths, effects, etc. mentioned in the present disclosure are only examples and not limitations, and it cannot be considered that these advantages, strengths, effects, etc. are required by each embodiment of the present disclosure. In addition, the specific details disclosed above are only for the purpose of illustration and ease of understanding, and are not limitations. The above details do not limit the present disclosure to the necessity of adopting the above specific details to be implemented.

[0142] In the present disclosure, relational terms such as first and second, etc. are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply that there is any such actual relationship or order between these entities or operations. The block diagrams of the devices, devices, equipment, and systems involved in the present disclosure are only illustrative examples and are not intended to require or imply that they must be connected, arranged, and configured in the manner shown in the block diagram. As will be appreciated by those skilled in the art, these devices, devices, equipment, and systems can be connected, arranged, and configured in any manner. Words such as "including", "comprising", "having", etc. are open words, referring to "including but not limited to", and can be used interchangeably with them. The words "or" and "and" used here refer to the words "and / or" and can be used interchangeably with them, unless the context clearly indicates otherwise. The words "such as" used here refer to the phrase "such as but not limited to", and can be used interchangeably with them.

[0143] Additionally, as used herein, "or" used in a list of items beginning with "at least one" indicates a separate list, so that, for example, a list of "at least one of A, B, or C" means A or B or C, or AB or AC or BC, or ABC (i.e., A and B and C). Furthermore, the word "exemplary" does not mean that the example described is preferred or better than other examples.

[0144] It should also be noted that in the system and method of the present disclosure, each component or each step can be decomposed and / or recombined. Such decomposition and / or recombination should be regarded as equivalent solutions of the present disclosure.

[0145] Various changes, substitutions, and modifications of the techniques described herein may be made without departing from the teachings defined by the appended claims. Furthermore, the scope of the claims of the present disclosure is not limited to the specific aspects of the processes, machines, manufactures, compositions of events, means, methods, and actions described above. Currently existing or later to be developed processes, machines, manufactures, compositions of events, means, methods, or actions that perform substantially the same functions or achieve substantially the same results as the corresponding aspects described herein may be utilized. Thus, the appended claims include such processes, machines, manufactures, compositions of events, means, methods, or actions within their scope.

[0146] The above description of the disclosed aspects is provided to enable any person skilled in the art to make or use the present disclosure. Various modifications to these aspects will be readily apparent to those skilled in the art, and the general principles defined herein may be applied to other aspects without departing from the scope of the present disclosure. Therefore, the present disclosure is not intended to be limited to the aspects shown herein, but rather to the widest scope consistent with the principles and novel features disclosed herein.

[0147] The above description has been given for the purpose of illustration and description. In addition, this description is not intended to limit the embodiments of the present disclosure to the forms disclosed herein. Although multiple example aspects and embodiments have been discussed above, those skilled in the art will recognize certain variations, modifications, changes, additions and sub-combinations thereof.

Claims

1. A method for real-time monitoring of stress and strain in rock mass fracture zones, characterized in that: include: Based on the on-site information of the rock mass, determine the surface area of ​​the fracture zone: A groove is vertically excavated in the middle of the surface area of ​​the fracture zone, wherein the groove penetrates the surface area of ​​the fracture zone and extends to the complete rock mass areas on both sides; The preset stress monitoring device is buried in the groove and fixed by covering with concrete; Determining first drilling position information and second drilling position information according to the groove; Drilling a first mounting hole and a second mounting hole according to the first drilling position information and the second drilling position information respectively; a center line connecting the first mounting hole and the second mounting hole is parallel to the longitudinal axis of the groove, and the first mounting hole is perpendicular to the surface of the broken zone; Installing a first anchor rod and a second anchor rod in the first mounting hole and the second mounting hole respectively, and both the first anchor rod and the second anchor rod are cantilevered; Installing a preset strain monitoring device between the first anchor rod and the second anchor rod that are cantilevered, with the longitudinal axis of the preset strain monitoring device being perpendicular to the first anchor rod; Acquiring stress information of the fracture zone area based on the preset stress monitoring device; Based on the preset strain monitoring device, strain information of the fracture zone area is obtained.

2. The method for real-time monitoring of stress and strain in rock mass fracture zone according to claim 1 is characterized in that: The inner diameter of the groove is matched with the outer diameter of the preset stress monitoring device, and the length of the groove is greater than the vertical dimension of the surface area of ​​the fracture zone; The vertical direction is the longitudinal stress direction of the surface area of ​​the fracture zone spreading toward the intact rock mass.

3. The method for real-time monitoring of stress and strain in rock mass fracture zone according to claim 2 is characterized in that: The vertically excavated groove at the middle position along the surface area of ​​the broken zone comprises: A groove body is provided vertically in the middle of the surface area of ​​the broken zone; the length of the groove body is not less than the vertical dimension of the surface area of ​​the broken zone; A first groove and a second groove are respectively provided at two ends of the groove body, and the inner diameter of the first groove and the inner diameter of the second groove are both larger than the inner diameter of the groove body; The first groove is located in the intact rock area on one side of the surface area of ​​the broken zone; the second groove is located in the intact rock area on the other side of the surface area of ​​the broken zone.

4. The method for real-time monitoring of stress and strain in rock mass fracture zone according to claim 3 is characterized in that: The preset stress monitoring device comprises a round steel, a first base, a second base and a stress monitoring device fixed to the round steel, wherein the first base and the second base are respectively fixedly installed at two ends of the round steel, and the end areas of the first base and the second base are both larger than the end area of ​​the round steel; The step of embedding the preset stress monitoring device in the groove comprises: Placing the round steel in the tank body; The first base and the second base are placed in the first groove and the second groove respectively.

5. The method for real-time monitoring of stress and strain in rock mass fracture zone according to claim 4 is characterized in that: The hole depth of the first mounting hole, the hole depth of the second mounting hole, and the groove depth of the groove are set to be consistent; The preset stress monitoring device is provided in plurality; When three preset stress monitoring devices are provided, burying the preset stress monitoring devices in the groove and fixing them with concrete covers includes: The first preset stress monitoring device is arranged to fit the bottom of the groove and covered with concrete; A second preset stress monitoring device is arranged in the groove covered with concrete along the groove depth direction of the groove, and is covered with concrete; A third preset stress monitoring device is arranged in the groove covered with concrete along the groove depth direction of the groove, and is covered with concrete; The three preset stress monitoring devices are arranged at equal intervals along the groove depth direction of the groove.

6. The method for real-time monitoring of stress and strain in rock mass fracture zone according to claim 5 is characterized in that: The distance from the outer side of the third preset stress monitoring device to the surface area of ​​the broken zone is △H, 10cm≤△H≤20cm.

7. The method for real-time monitoring of stress and strain in rock mass fracture zone according to claim 5, characterized in that: The first drilling position information includes a first drilling position, a first hole depth and a first hole diameter; the second drilling position information includes a second drilling position, a second hole depth and a second hole diameter; The distance between the first drilling position and the groove is L1, 10cm≤L1≤20cm; The distance between the second drilling position and the first drilling position is set to match the length of the preset strain monitoring device; The first aperture is matched with the outer diameter of the first anchor rod; The second hole diameter is matched with the outer diameter of the second anchor rod.

8. The method for real-time monitoring of stress and strain in rock mass fracture zone according to claim 7, characterized in that: The distance from the preset strain monitoring device to the surface area of ​​the broken zone is L3, 3cm≤L3≤5cm.

9. The method for real-time monitoring of stress and strain in rock mass fracture zone according to claim 4, characterized in that: The first base and the second base have the same structure; The stress information of the fracture zone area includes the stress P inside the rock mass: P=F / A; wherein F is the pressure value detected by the preset stress monitoring device, and A is the area of ​​the first base.

10. A rock mass stability analysis method, characterized in that: The method for real-time monitoring of stress and strain in a rock mass fracture zone according to any one of claims 1 to 9 comprises: Based on the preset stress monitoring device, stress information within a preset period in the fracture zone area is obtained; Obtaining a stress change trend graph according to the stress information within a preset period; Based on the preset strain monitoring device, the strain information of the fracture zone area within a preset period is obtained; Obtaining a strain change trend graph according to the strain information within a preset period; Based on the stress change trend diagram and the strain change trend diagram, the influence of the surface area of ​​the broken zone on the side wall of the tunnel is determined.

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