A method and system for measuring stress of a rock bridge of a non-penetrative joint rock mass

Abstract

This invention relates to the field of rock mechanics technology, providing a method and system for measuring the stress of rock bridges in non-penetrating jointed rock masses. The method includes obtaining mechanical parameters from uniaxial loading and Brazilian splitting loading tests performed on standard-sized complete rock samples in laboratory settings; establishing a discrete element particle model of the same size, applying a contact model to simulate the same uniaxial loading and Brazilian splitting loading tests as in laboratory tests, and obtaining macroscopic mechanical parameters; calibrating the microscopic parameters of the contact model; introducing a pre-defined non-penetrating irregular joint geometry into the non-penetrating jointed rock mass particle model, balancing the stress within the non-penetrating jointed rock mass particle model through a servo mechanism, and then applying the aforementioned contact model and using the calibrated microscopic parameters to complete the establishment of the non-penetrating joint model; and embedding an irregular measurement region based on the non-penetrating joint model to obtain the stress information of the non-penetrating jointed rock mass, thus realizing the monitoring of the entire stress loading process of non-penetrating irregular rock bridges.

Description

Technical Field

[0001] This invention relates to the field of rock mechanics, and in particular to a method and system for measuring rock bridge stress in non-penetrating jointed rock masses. Background Technology

[0002] Joints and fissures are widespread rock mass structures in underground engineering projects such as tunnels and mines. These joints and fissures severely disrupt the integrity of the rock mass structure, significantly reducing its overall load-bearing capacity. Under external disturbances, rock bridges are highly susceptible to stress concentration and fracture, leading to rock mass instability and engineering disasters. Current research focuses on the stress characteristics of rock bridges. Researchers have simplified complex joint structures, establishing planar mechanical analysis models, reducing joints to linear defects, and conducting stress analyses of single, double, and complex joints. In laboratory experiments, rock-like specimens are prepared, similarly simplifying joints to regular rectangles. Numerical simulation methods based on the finite element and discrete element methods primarily establish models of regularly geometrically jointed rock masses. While researchers have obtained the original characteristics of rock bridges from jointed rock masses through laboratory experiments, revealing irregular, non-continuous features, research on the mechanical properties of rock bridges formed by these irregular, non-continuous joints is limited. To study the stress characteristics of rock bridges, digital speckle technology is often used to analyze displacement changes under different stress stages, infrared imaging technology is used to reflect stress changes at the location of the rock bridge, and acoustic emission technology is used to determine the damage characteristics of the rock bridge. These research methods are applicable to samples with regular rectangular jointed rock masses, and it is difficult to monitor rock bridges between non-continuous irregular joints.

[0003] The discrete element method-based particle flow numerical simulation method has unique advantages in simulating the damage and failure characteristics of rock masses. It can establish a non-through jointed rock mass model and monitor the overall stress change during the entire loading process of the model. For local stress characteristics, it can only monitor circular (spherical) areas. For rock bridges formed by non-through joints and irregular joints, i.e. rock bridges with irregular geometric characteristics, it is difficult to monitor stress. Summary of the Invention

[0004] To address the aforementioned technical problems, this invention provides a method and system for measuring rock bridge stress in non-connected jointed rock masses. By establishing a numerical model of particle flow in irregular jointed rock masses and employing a rock bridge stress measurement method for non-connected jointed rock masses, the entire process of stress loading in non-connected irregular rock bridges can be monitored.

[0005] To achieve the above objectives, the present invention adopts the following technical solution: The first aspect of the present invention provides a method for measuring the stress of rock bridges in non-penetrating jointed rock masses.

[0006] In one or more embodiments, a method for measuring the stress of rock bridges in non-continuous jointed rock masses is provided, comprising: Mechanical parameters were obtained from uniaxial loading and Brazilian splitting loading of standard-sized complete rock specimens in laboratory tests. Based on standard-sized complete rock specimens, a discrete element particle model of the same size was established, and a contact model was applied to simulate the same uniaxial loading and Brazilian splitting loading tests as the laboratory tests, so as to obtain macroscopic mechanical parameters. The micro-parameters of the contact model were adjusted using a trial-and-error method. Based on the premise that the error between the simulated macroscopic mechanical parameters and the mechanical parameters of the intact rock specimens tested in the laboratory was not greater than a preset threshold, the micro-parameters of the contact model were calibrated. The pre-defined non-penetrating irregular joint geometry is introduced into the non-penetrating joint rock mass particle model. The stress inside the non-penetrating joint rock mass particle model is balanced through a servo mechanism. Then, the above contact model is applied and the calibrated microscopic parameters are used to complete the establishment of the non-penetrating joint model. Stress information of non-connected joint rock mass is obtained based on the non-connected joint model and the pre-embedded irregular measurement area.

[0007] By utilizing the local stress measurement method for irregular rock regions proposed in this invention, and by identifying the contact force information of each particle within the stress monitoring target area, an equivalent volume calculation method for the stress monitoring target area is proposed, thereby realizing stress monitoring in irregular regions.

[0008] As one implementation method, stress information of non-connected jointed rock masses The expression is:

[0009] in, The contact vector force between particles, The distance vector is the center of mass of the particle. Area / volume (two-dimensional / three-dimensional) of irregular rock bridges.

[0010] As one implementation method, the equivalent volume calculation method for the stress monitoring target area is the area / volume of the irregular rock bridge. The expression is:

[0011] in For the area / volume of each particle that makes up the rock bridge, For particle porosity, The area / volume of the overlap between particles (two-dimensional / three-dimensional).

[0012] As one implementation method, regarding particle area / volume The following formula is used for calculation:

[0013] in Where is the particle radius.

[0014] In one implementation method, the center of the measuring circle is set at the intact bedrock. The size of the measuring circle must not exceed the range of the jointed rock mass model, and the circle must contain at least 5 particles. The porosity of the intact bedrock is then read through the measuring circle. .

[0015] As one implementation method, the area / volume of overlap between particles is calculated, and the calculation steps are as follows: The rock bridge particles that require stress monitoring are grouped independently. Select any particle in the rock bridge region, label it B1, and read all its activated contacts; Among all the contacts activated by the particle, any one contact is selected as the starting point for calculation. The two ends of the contact are connected to two particles, one of which is the particle B1 marked in step two, and the other end of the particle is marked as B2. Read the center coordinates P1, P2 and radii R1, R2 of B1 and B2 respectively, and calculate the distance D between the centers of the two particles; Calculate the area / volume of the overlapping portion of the two particles, read the next contact of particle B1, and repeat the above steps to calculate the overlapping area / volume of the Iwabashi particles. .

[0016] As one implementation method, the area / volume of the overlapping portion of the two particles is calculated using the following formula. : For two-dimensional models: ; For 3D models: , in , , and These are intermediate parameters.

[0017] A second aspect of the present invention provides a rock bridge stress measurement system for non-penetrating jointed rock masses.

[0018] In one or more embodiments, a rock bridge stress measurement system for non-continuous jointed rock masses includes: The indoor test results acquisition module is used to acquire the mechanical parameters obtained from indoor tests of standard-sized complete rock specimens under uniaxial loading and Brazilian splitting loading. The macroscopic mechanical parameter acquisition module is used to establish a discrete element particle model of the same size based on a standard-sized complete rock sample, apply a contact model to simulate the same uniaxial loading and Brazilian splitting loading tests as the laboratory tests, and obtain macroscopic mechanical parameters. The contact model calibration module is used to adjust the micro-parameters of the contact model using a trial-and-error method. The micro-parameters of the contact model are calibrated based on the fact that the error between the simulated macro-mechanical parameters and the mechanical parameters of the intact rock specimens tested in the laboratory is no greater than a preset threshold. The non-penetrating joint model construction module is used to introduce the preset non-penetrating irregular joint geometry into the non-penetrating joint rock mass particle model, balance the internal stress of the non-penetrating joint rock mass particle model through the servo mechanism, and then apply the above contact model and use the calibrated microscopic parameters to complete the establishment of the non-penetrating joint model. The rock bridge stress information measurement module is used to obtain stress information of non-connected jointed rock masses based on a non-connected joint model and a pre-embedded irregular measurement area.

[0019] A third aspect of the present invention provides a computer-readable storage medium.

[0020] A computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the steps in the rock bridge stress measurement method for non-penetrating jointed rock masses as described above.

[0021] A fourth aspect of the present invention provides an electronic device.

[0022] An electronic device includes a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the program to implement the steps in the rock bridge stress measurement method for non-penetrating jointed rock masses as described above.

[0023] Compared with the prior art, the beneficial effects of the present invention are: This invention provides a method and system for measuring the stress of rock bridges in non-connected jointed rock masses. By establishing a numerical model of particle flow in irregularly jointed rock masses, it proposes a stress monitoring method for irregularly shaped rock bridges. Existing technologies only use built-in measuring circles for monitoring, which can only accurately monitor circular or spherical regions. For polygonal or irregularly shaped regions, stress monitoring can only be implemented by using an approximation of multiple measuring circles superimposed. Compared to existing technologies, this invention has the same measurement accuracy as measuring circles, is applicable to irregularly shaped rock bridges, and has higher accuracy than methods using measuring circles. This method for measuring the stress of rock bridges in non-connected jointed rock masses enables monitoring of the entire stress loading process of non-connected irregular rock bridges.

[0024] The method proposed in this invention differs from conventional circular stress monitoring methods in that the irregular rock bridges measured by this method are marked before stress is applied, and the marked rock bridge particles are monitored throughout the entire load application process. In contrast, the circular stress monitoring method monitors particles within the area of ​​the measuring circle. During loading, particles that were outside the measuring circle area before loading move into the measuring circle under stress and their stress is also recorded, leading to an increase in rock bridge stress and increasing monitoring errors. Therefore, this method provides more accurate monitoring of stress changes in rock bridges.

[0025] This invention is not limited to the irregular, non-connected jointed rock mass described above. It is applicable to rocks with more complex structures, can be applied to any location on the rock, and can be used to monitor stress in any shape. It can obtain stress components at different loading stages, and further calculate the principal stress at the monitoring location and the normal and tangential stresses at different cross-sections. This method can be used to study the internal stress state of rock masses with complex structures, improving the accuracy and efficiency of stress monitoring. Attached Figure Description

[0026] The accompanying drawings, which form part of this invention, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an improper limitation of the invention.

[0027] Figure 1 This is a flowchart of the rock bridge stress measurement method for non-penetrating jointed rock masses according to an embodiment of the present invention; Figure 2 This is a schematic diagram of the pre-embedded measurement circle comparison verification model according to an embodiment of the present invention; Figure 3 This is a comparison verification result diagram in an embodiment of the present invention; Figure 4 This is a non-through joint model diagram according to an embodiment of the present invention; Figure 5(a) is an embodiment of the present invention. Stress component monitoring diagram of the rock bridge; Figure 5(b) shows an embodiment of the present invention. Stress component monitoring diagram of the rock bridge; Figure 5(c) is an embodiment of the present invention. Stress component monitoring diagram of the rock bridge; Figure 5(d) is an embodiment of the present invention. Stress component monitoring diagram of the rock bridge; Figure 6 This is a schematic diagram of the rock bridge stress measurement system for non-connected jointed rock masses according to an embodiment of the present invention; Figure 7 This is a schematic diagram of an electronic device according to an embodiment of the present invention. Detailed Implementation

[0028] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0029] It should be noted that the following detailed description is illustrative and intended to provide further explanation of the invention. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0030] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of exemplary embodiments according to the invention. As used herein, the singular form is intended to include the plural form as well, unless the context clearly indicates otherwise. Furthermore, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they indicate the presence of features, steps, operations, devices, components, and / or combinations thereof.

[0031] There are many joints in natural rock masses, which have a significant impact on geotechnical engineering. Joints can change the mechanical behavior of rock masses, making it difficult to predict the mechanical characteristics and failure modes of rock masses. In engineering, the load-bearing characteristics of rock bridges have become a key factor affecting structural stability. When jointed rock masses are under complex stress states or are subjected to external disturbances, the stress on the rock bridge exceeds its load-bearing capacity, leading to rock mass failure and loss of structural load-bearing capacity, which seriously threatens the safety of the project. Therefore, the stress characteristics of rock bridges have always been an important research topic in geotechnical engineering.

[0032] Figure 1 A schematic diagram illustrating the principle of a rock bridge stress measurement method for non-continuous jointed rock masses according to an embodiment of the present invention is provided. Based on... Figure 1 The rock bridge stress measurement method for non-connected jointed rock masses in this embodiment may include the following steps S101 to S105.

[0033] The specific implementation process of steps S101 to S105 is as follows: Step S101: Obtain the mechanical parameters obtained from indoor tests of uniaxial loading and Brazilian splitting loading on standard-sized complete rock specimens.

[0034] Step S102: Based on a standard-sized complete rock sample, establish a discrete element particle model of the same size, apply a contact model to simulate the same uniaxial loading and Brazilian splitting loading tests as the laboratory tests, and obtain macroscopic mechanical parameters.

[0035] It should be noted here that contact models include, but are not limited to, the Linear Parallel Bond model (PB model) or the Flat-Joint model (FJ model).

[0036] Step S103: Adjust the micro-parameters of the contact model using a trial-and-error method. Based on the fact that the error between the simulated macroscopic mechanical parameters and the mechanical parameters of the intact rock sample in the laboratory test is not greater than a preset threshold, calibrate the micro-parameters of the contact model.

[0037] Step S104: The preset non-penetrating irregular joint geometry is introduced into the non-penetrating joint rock mass particle model. The internal stress of the non-penetrating joint rock mass particle model is balanced using a servo mechanism. Then, the aforementioned contact model is applied, and the calibrated microscopic parameters are used to complete the establishment of the non-penetrating joint model. Figure 4 As shown.

[0038] Step S105: Based on the non-penetrating joint model and the pre-embedded irregular measurement area, obtain the stress information of the non-penetrating joint rock mass.

[0039] The stress information expression for non-connected jointed rock masses is:

[0040] in, The contact vector force between particles. The distance vector is the center of mass of the particle. Area / volume (two-dimensional / three-dimensional) of irregular rock bridges. Let i, j = x, y, z, represent the stress components of the rock bridge, where i, j = x, y, z, representing the six stress components: , , , , , Figures 5(a)-5(d) respectively show , , , The stress component monitoring diagram of the rock bridge.

[0041] The expression for the area / volume of an irregular rock bridge is:

[0042] in For the area / volume of each particle that makes up the rock bridge, For particle porosity, This represents the area / volume of the overlap between particles.

[0043] For particle area / volume The following formula is used for calculation: ; in Where is the particle radius.

[0044] The center of the measuring circle is set at the intact bedrock. The size of the measuring circle must not exceed the range of the jointed rock mass model, and the circle must contain at least 5 particles. The porosity of the intact bedrock is then read through the measuring circle. .

[0045] The calculation steps for the area / volume of overlap between particles are as follows: The rock bridge particles that require stress monitoring are grouped independently. Select any rock bridge particle, label it B1, and read all its activated contacts; Among all the contacts activated by the particle, any one contact is selected as the starting point for calculation. The two ends of the contact are connected to two particles, one of which is the particle B1 marked in step two, and the other end of the particle is marked as B2. Read the center coordinates P1, P2 and radii R1, R2 of B1 and B2 respectively, and calculate the distance D between the centers of the two particles; The area of ​​the overlapping portion of the two particles is calculated using the following formula. : (2D); (3D); in , , and These are intermediate parameters.

[0046] Read the next contact of particle B1, repeat the above steps, and calculate the overlap area / volume of the Iwabashi particles. .

[0047] It should be noted here that the area is for a two-dimensional model, while the volume is for a three-dimensional model.

[0048] To demonstrate the effectiveness of the method described in this invention, a comparison was made with the measurement circle built into the software.

[0049] like Figure 2 As shown, taking a model with a size of 50*100mm as an example, a numerical simulation of uniaxial compression is carried out. A measurement circle with a radius of 0.02m is set in the middle of the model, and the particle range is also set as a circular area with a radius of 0.02m.

[0050] Figure 3 As shown, the stress-strain curve results of uniaxial compression in Example 1 are presented. The black curve represents the change of axial compressive stress with strain in the measured circular axis, while the red curve represents the change of stress with strain measured by the method of this invention. The two curves are basically consistent upon comparison.

[0051] It should be noted that the difference between the method of this invention and the conventional stress circle monitoring method lies in the fact that the stress measured by this method is the rock bridge particle marked before the stress is applied, while the stress circle monitoring method only monitors the fixed particles. Figure 2 During the loading process, the position and size of the stress circle will not change for the particles in the red circle. However, during the axial loading process, the number of particles within the stress circle will change due to the displacement of the particles. This will result in the stress monitored by the stress circle only being the particles in that area, not all the particles initially marked.

[0052] like Figure 6 As shown, the rock bridge stress measurement system for non-penetrating jointed rock masses provided in this embodiment of the invention can be implemented in software. The rock bridge stress measurement system for non-penetrating jointed rock masses includes the following software modules: The indoor test result acquisition module 601 is used to acquire the mechanical parameters obtained from indoor tests of uniaxial loading and Brazilian splitting loading on standard-sized complete rock specimens. The macroscopic mechanical parameter acquisition module 602 is used to establish a discrete element particle model of the same size based on a standard-sized complete rock sample, apply a contact model to simulate the same uniaxial loading and Brazilian splitting loading test as the laboratory test, and obtain macroscopic mechanical parameters. The contact model calibration module 603 is used to adjust the micro-parameters of the contact model using a trial-and-error method. The micro-parameters of the contact model are calibrated based on the fact that the error between the simulated macro-mechanical parameters and the mechanical parameters of the intact rock sample in the laboratory test is not greater than a preset threshold. The non-penetrating joint model construction module 604 is used to introduce the preset non-penetrating irregular joint geometry into the non-penetrating joint rock mass particle model, balance the internal stress of the non-penetrating joint rock mass particle model through the servo mechanism, and then apply the above contact model and use the calibrated microscopic parameters to complete the establishment of the non-penetrating joint model. The rock bridge stress information measurement module 605 is used to obtain stress information of non-connected joint rock mass based on a non-connected joint model and a pre-embedded irregular measurement area.

[0053] It should be noted that each module in the rock bridge stress measurement system for non-connected jointed rock masses in this embodiment of the invention corresponds one-to-one with each step in the rock bridge stress measurement method for non-connected jointed rock masses in the above embodiment, and their specific implementation processes are the same, so they will not be repeated here.

[0054] The structure of the electronic device according to an embodiment of the present invention will be described in detail below. Figure 7 This is a schematic diagram of the composition structure of an electronic device provided in an embodiment of the present invention. It can be understood that... Figure 7The diagram shows only an exemplary structure of the electronic device, not the entire structure. Some or all of the structures shown may be implemented as needed.

[0055] The electronic device provided in this embodiment of the invention includes: at least one processor 701, a memory 702, a user interface 703, and at least one network interface 704. The various components in the rock bridge stress measurement system for non-penetrating jointed rock masses are coupled together via a bus system 705. It is understood that the bus system 705 is used to realize communication between these components. In addition to a data bus, the bus system 705 also includes a power bus, a control bus, and a status signal bus. However, for clarity, in... Figure 7 The general labeled all buses as Bus System 705.

[0056] The user interface 703 may include a monitor, keyboard, mouse, trackball, click wheel, buttons, touchpad, or touch screen.

[0057] It is understood that memory 702 can be volatile memory or non-volatile memory, or both. In this embodiment of the invention, memory 702 is capable of storing data to support the operation of the terminal. Examples of this data include any computer programs used to operate on the terminal, such as operating systems and applications. The operating system includes various system programs, such as framework layers, core library layers, driver layers, etc., used to implement various basic services and handle hardware-based tasks. Applications can include various applications.

[0058] In some embodiments, the rock bridge stress measurement system for non-penetrating jointed rock masses provided in this invention can be implemented using a combination of hardware and software. As an example, the rock bridge stress measurement system for non-penetrating jointed rock masses provided in this invention can be a processor in the form of a hardware decoding processor, programmed to execute the rock bridge stress measurement method for non-penetrating jointed rock masses provided in this invention. For example, the hardware decoding processor can employ one or more application-specific integrated circuits (ASICs), DSPs, programmable logic devices (PLDs), complex programmable logic devices (CPLDs), field-programmable gate arrays (FPGAs), or other electronic components.

[0059] As an example, processor 701 can be an integrated circuit chip with signal processing capabilities, such as a general-purpose processor, a digital signal processor (DSP), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc., wherein the general-purpose processor can be a microprocessor or any conventional processor, etc.

[0060] As an example of the hardware implementation of the rock bridge stress measurement system for non-penetrating jointed rock masses provided in this embodiment of the invention, the device provided in this embodiment of the invention can be directly executed by a processor 701 in the form of a hardware decoding processor. For example, it can be executed by one or more application-specific integrated circuits (ASICs), DSPs, programmable logic devices (PLDs), complex programmable logic devices (CPLDs), field-programmable gate arrays (FPGAs), or other electronic components to implement the rock bridge stress measurement method for non-penetrating jointed rock masses provided in this embodiment of the invention.

[0061] The memory 702 in this embodiment of the invention is used to store various types of data to support the operation of the rock bridge stress measurement system for non-connected jointed rock masses, or to store data for execution. Figure 1 The program code for the method shown. Examples of this data include: any executable instructions for operating on a rock bridge stress measurement system in non-connected jointed rock masses, such as executable instructions that can be included in the executable instructions to implement the rock bridge stress measurement method for non-connected jointed rock masses according to embodiments of the present invention.

[0062] Specifically, according to embodiments of this application, the processes described above with reference to the flowcharts can be implemented as computer software programs. For example, embodiments of this application include a computer program product comprising a computer program carried on a computer-readable medium, the computer program including functions for executing... Figure 1 The program code for the method shown. In such an embodiment, the computer program can be downloaded and installed from a network via a communication component, and / or installed from a removable medium. When the computer program is executed by the central processing unit, it performs the various functions defined in the apparatus of this application.

[0063] This invention is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of the invention. It will be understood that each block of the flowchart illustrations and / or block diagrams, as well as combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, generate instructions for implementing the flowchart. Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0064] The above are merely preferred embodiments of the present invention and are not intended to limit the present invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for measuring the stress of rock bridges in non-continuous jointed rock masses, characterized in that, include: Mechanical parameters were obtained from uniaxial loading and Brazilian splitting loading of standard-sized complete rock specimens in laboratory tests. Based on standard-sized complete rock specimens, a discrete element particle model of the same size was established, and a contact model was applied to simulate the same uniaxial loading and Brazilian splitting loading tests as the laboratory tests, so as to obtain macroscopic mechanical parameters. The micro-parameters of the contact model were adjusted using a trial-and-error method. Based on the premise that the error between the simulated macroscopic mechanical parameters and the mechanical parameters of the intact rock specimens tested in the laboratory was not greater than a preset threshold, the micro-parameters of the contact model were calibrated. The pre-defined non-penetrating irregular joint geometry is introduced into the non-penetrating joint rock mass particle model. The stress inside the non-penetrating joint rock mass particle model is balanced through a servo mechanism. Then, the above contact model is applied and the calibrated microscopic parameters are used to complete the establishment of the non-penetrating joint model. Stress information of non-connected joint rock mass is obtained based on the non-connected joint model and the pre-embedded irregular measurement area.

2. The method for measuring rock bridge stress in non-connected jointed rock masses as described in claim 1, characterized in that, Stress information of non-connected jointed rock masses The expression is: in, The contact vector force between particles. The distance vector is the center of mass of the particle. The area / volume of the irregular rock bridge.

3. The method for measuring rock bridge stress in non-penetrating jointed rock masses as described in claim 2, characterized in that, Area / volume of irregular rock bridges The expression is: in For the area / volume of each particle that makes up the rock bridge, For particle porosity, This represents the volume of overlap between particles.

4. The method for measuring rock bridge stress in non-connected jointed rock masses as described in claim 3, characterized in that, For particle area / volume The following formula is used for calculation: ； in Where is the particle radius.

5. The method for measuring rock bridge stress in non-penetrating jointed rock masses as described in claim 3, characterized in that, The center of the measuring circle is set at the intact bedrock. The size of the measuring circle must not exceed the range of the jointed rock mass model, and the circle must contain at least 5 particles. The porosity of the intact bedrock is then read through the measuring circle. .

6. The method for measuring rock bridge stress in non-penetrating jointed rock masses as described in claim 1, characterized in that, The calculation steps for the area / volume of overlap between particles are as follows: The rock bridge particles that require stress monitoring are grouped independently. Select any rock bridge particle, label it B1, and read all its activated contacts; Among all the contacts activated by the particle, any one contact is selected as the starting point for calculation. The two ends of the contact are connected to two particles, one of which is the particle B1 marked in step two, and the other end of the particle is marked as B2. Read the center coordinates P1, P2 and radii R1, R2 of B1 and B2 respectively, and calculate the distance D between the centers of the two particles; Calculate the area / volume of the overlapping portion of the two particles, read the next contact of particle B1, and repeat the above steps to calculate the overlapping area / volume of the Iwabashi particles. .

7. The method for measuring rock bridge stress in non-penetrating jointed rock masses as described in claim 6, characterized in that, The area / volume of the overlapping portion of two particles is calculated using the following formula. : For two-dimensional models: ； For 3D models: ， in , , and These are intermediate parameters.

8. A rock bridge stress measurement system for non-continuous jointed rock masses, characterized in that, The method for measuring rock bridge stress in non-penetrating jointed rock masses as described in any one of claims 1-7 includes: The indoor test results acquisition module is used to acquire the mechanical parameters obtained from indoor tests of standard-sized complete rock specimens under uniaxial loading and Brazilian splitting loading. The macroscopic mechanical parameter acquisition module is used to establish a discrete element particle model of the same size based on a standard-sized complete rock sample, apply a contact model to simulate the same uniaxial loading and Brazilian splitting loading tests as the laboratory tests, and obtain macroscopic mechanical parameters. The contact model calibration module is used to adjust the micro-parameters of the contact model using a trial-and-error method. The micro-parameters of the contact model are calibrated based on the fact that the error between the simulated macro-mechanical parameters and the mechanical parameters of the intact rock specimens tested in the laboratory is no greater than a preset threshold. The non-penetrating joint model construction module is used to introduce the preset non-penetrating irregular joint geometry into the non-penetrating joint rock mass particle model, balance the internal stress of the non-penetrating joint rock mass particle model through the servo mechanism, and then apply the above contact model and use the calibrated microscopic parameters to complete the establishment of the non-penetrating joint model. The rock bridge stress information measurement module is used to obtain stress information of non-connected jointed rock masses based on a non-connected joint model and a pre-embedded irregular measurement area.

9. A computer-readable storage medium having a computer program stored thereon, characterized in that, When the program is executed by the processor, it implements the steps in the method for measuring the stress of non-connected jointed rock masses as described in any one of claims 1-7.

10. An electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the program, it implements the steps in the rock bridge stress measurement method for non-penetrating jointed rock masses as described in any one of claims 1-7.

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