Calculation method and system for tunnel surrounding rock pressure arch

Abstract

The present disclosure discloses a method and system for calculating the pressure arch of the tunnel surrounding rock, including: constructing a non-continuous calculation model: according to the actual conditions of the simulated project, setting the fixed points, loading points, monitoring points, joint parameters, hole parameters, and ground stress parameter information of the calculation model to construct a non-continuous calculation model; non-continuous deformation calculation analysis: simulating the deformation and movement process of the surrounding rock block after the tunnel excavation is completed based on the non-continuous deformation analysis method; selecting key points of the stress diagram to draw a scatter diagram: after the tunnel surrounding rock is stable, analyzing the stress distribution characteristics of the tunnel surrounding rock, selecting the upper and lower boundary key points in the stress diagram and drawing a scatter diagram; performing curve fitting and correction, and determining the range of the tunnel pressure arch through the pressure arch boundary lines at the upper and lower edges. The range of the pressure arch formed by the tunnel collapse in non-continuous geological environments such as broken zones is more accurately determined, making the tunnel structure design and engineering measures more reasonable, and providing a basis for the prevention and control of tunnel surrounding rock collapse disasters.

Description

Technical Field

[0001] The present invention relates to the field of tunnel pressure arch calculation, and in particular to a method and system for calculating tunnel surrounding rock pressure arch. Background Art

[0002] The statements in this section merely provide background information related to the present disclosure and do not necessarily constitute prior art.

[0003] With the rapid development of underground engineering construction in my country, my country has become the country with the largest scale, number and difficulty of tunnel construction in the world. However, during the tunnel construction process, non-continuous geological bodies such as faults and joints are often encountered, which can easily induce tunnel surrounding rock collapse disasters. Tunnel surrounding rock collapse disasters are highly sudden and highly catastrophic. At the least, they can cause equipment damage and economic losses, and at the worst, they can cause the death of construction workers and cause adverse social impacts. Therefore, it is urgent to carry out research on the stability of surrounding rock during tunnel collapse, analyze the shape and range of tunnel surrounding rock pressure arch, and provide a basis for the prevention and control of tunnel surrounding rock collapse disasters.

[0004] The pressure arch of tunnel surrounding rock plays an important role in analyzing the stability of tunnel surrounding rock. During the tunnel excavation process, the stress will be redistributed. After the tunnel surrounding rock is stable, the range of the pressure arch can be determined according to the direction of the maximum principal stress, and then the stability range of the surrounding rock can be determined.

[0005] The traditional determination of the range of surrounding rock pressure arch is mostly based on the analysis of continuum mechanics, which is mostly applicable to soil, etc. However, rock mass is a non-continuum, and the non-continuum analysis method is more accurate.

[0006] At present, the research on tunnel surrounding rock pressure arch mainly adopts numerical analysis methods such as finite element and model test. Since rock mass is a non-continuous medium, the above methods are difficult to accurately simulate the movement process and interaction of blocks. Summary of the invention

[0007] In order to overcome the above-mentioned deficiencies of the prior art, the present disclosure provides a method for calculating the pressure arch of tunnel surrounding rock, which can realize the determination of the range of the pressure arch formed by tunnel collapse.

[0008] To achieve the above objectives, one or more embodiments of the present disclosure provide the following technical solutions:

[0009] In the first aspect, a method for calculating the pressure arch of tunnel surrounding rock is disclosed, including:

[0010] Constructing a discontinuous calculation model: According to the actual conditions of the simulated project, set the fixed points, loading points, monitoring points, joint parameters, hole parameters and ground stress parameter information of the calculation model to construct a discontinuous calculation model;

[0011] Discontinuous deformation calculation and analysis: Based on the discontinuous calculation model, the deformation and movement process of the surrounding rock blocks after tunnel excavation is simulated, and the maximum principal stress distribution diagram is calculated using the discontinuous deformation analysis method;

[0012] Select key points of stress diagram and draw scatter plot: Based on the simulation situation, after the tunnel surrounding rock is stable, analyze the stress distribution characteristics of the tunnel surrounding rock, select key points of the upper and lower boundaries in the stress diagram and draw a scatter plot;

[0013] Perform curve fitting and correction: determine the range of the tunnel pressure arch through the pressure arch boundary lines at the upper and lower edges of the scatter plot.

[0014] A further technical solution is to determine the range of the tunnel pressure arch according to the direction of the maximum principal stress, and based on this range, obtain the range of the tunnel surrounding rock stress stability.

[0015] A further technical solution is to simulate the deformation and movement of the surrounding rock blocks after tunnel excavation is completed: according to the basic information of the surrounding rock of the on-site tunnel, the joint parameters, ground stress parameters and tunnel parameter information of the rock mass are determined, modeling is carried out, and non-continuous calculation methods are used for calculation.

[0016] According to a further technical solution, the stress diagram is a maximum principal stress distribution diagram automatically generated after the calculation of the discontinuous deformation analysis method is completed.

[0017] A further technical solution is the pressure arch boundary line at the upper and lower edges: the range and boundary line of the pressure arch are determined according to the distribution of stress in the stress distribution diagram and the direction of the maximum principal stress. The boundary of the pressure arch is the position where the maximum principal stress changes.

[0018] One or more of the above technical solutions have the following beneficial effects:

[0019] The tunnel surrounding rock pressure arch calculation method based on discontinuous deformation analysis disclosed in the present invention can more accurately determine the range of pressure arch formed by tunnel collapse in discontinuous geological environments such as broken zones, make tunnel structure design and engineering measures more reasonable, and provide a basis for the prevention and control of tunnel surrounding rock collapse disasters.

[0020] The present invention solves the problem of determining the range of the tunnel surrounding rock pressure arch in non-continuous geological environments such as broken zones, and has the following advantages:

[0021] Based on the discontinuous deformation analysis method, the movement process and interaction of surrounding rock blocks after tunnel excavation are accurately simulated, laying the foundation for determining the boundary line of the tunnel surrounding rock pressure arch.

[0022] By fitting the upper and lower boundaries of the tunnel surrounding rock pressure arch, the problem of determining the range of the tunnel surrounding rock pressure arch was solved.

[0023] By determining the range of the tunnel surrounding rock pressure arch, new ideas are provided for the structural design and construction methods in the actual tunnel construction process, and a basis is provided for the prevention and control of tunnel surrounding rock collapse disasters.

[0024] During tunnel excavation, tunnel stress will change. The present invention determines the range of the pressure arch according to the direction of the maximum principal stress. By determining the range, the range of stable stress on the tunnel surrounding rock can be obtained. The surrounding rock below the pressure arch is unstable, and the surrounding rock above the pressure arch is stable, and the stress direction does not change significantly.

[0025] Advantages of additional aspects of the present invention will be given in part in the following description, and in part will become obvious from the following description, or will be learned through practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] The accompanying drawings constituting a part of the present disclosure are used to provide a further understanding of the present disclosure. The illustrative embodiments of the present disclosure and their descriptions are used to explain the present disclosure and do not constitute an improper limitation on the present disclosure.

[0027] Figure 1 is a flow chart of the method of the present invention;

[0028] Figure 2 It is the stress analysis diagram of the discontinuous calculation model in this method;

[0029] Figure 3 It is the stress analysis diagram after selecting key points in this method;

[0030] Figure 4 This is the stress analysis diagram after fitting and correcting the pressure arch boundary curve using Origin software in this method. DETAILED DESCRIPTION

[0031] It should be noted that the following detailed descriptions are exemplary and are intended to provide further explanation of the present disclosure. Unless otherwise specified, all technical and scientific terms used herein have the same meanings as those commonly understood by those skilled in the art to which the present disclosure belongs.

[0032] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit the exemplary embodiments according to the present disclosure. As used herein, unless the context clearly indicates otherwise, the singular form is also intended to include the plural form. In addition, it should be understood that when the terms "comprising" and / or "including" are used in this specification, it indicates the presence of features, steps, operations, devices, components and / or combinations thereof.

[0033] In the absence of conflict, the embodiments in the present disclosure and the features in the embodiments may be combined with each other.

[0034] Embodiment 1

[0035] See attached Figure 1 As shown, this embodiment discloses a method for calculating a tunnel surrounding rock pressure arch, including:

[0036] Step 1: Establish a discontinuous calculation model;

[0037] Step 2: Discontinuous deformation calculation and analysis;

[0038] Step 3: Select key points of the stress distribution diagram of the calculation model and draw a scatter plot;

[0039] Step 4: Use Origin software for curve fitting and correction;

[0040] Step 5: The upper and lower boundary curves determine the range of the pressure arch.

[0041] When implementing it, the specific process is:

[0042] Step 1: Establish a discontinuous calculation model:

[0043] According to the actual conditions of the simulated project, the fixed points, loading points, monitoring points, joint parameters, hole parameters, ground stress parameters and other information of the calculation model are set to construct a discontinuous calculation model.

[0044] In a specific implementation example, based on the basic information of the surrounding rock of the tunnel on site, the joint parameters of the rock mass, the ground stress parameters, and the tunnel parameters are determined, and modeling calculations are performed to establish a tunnel model.

[0045] In this implementation example, two-dimensional DDA is used for modeling calculation and analysis. The two-dimensional DDA program includes four independent subprogram modules. All are written in C language, and each subprogram can be run independently. The input data of each subprogram needs to be input through a data file. The name of the data file is placed in an ff.c. The dl program is used to input calculation information. The file content includes each group of joint and fissure information, boundary information, tunnel definition information, etc., and generates the line segment definition file required for block cutting according to the input information; the dc program uses joint lines to "cut" each other to form blocks, forming the geometric data file required for DDA calculation; the df program solves the overall equilibrium equation of the block system according to the geometric information file and the physical parameter file, which is used for two-dimensional DDA calculation and analysis; the dg program is used to display the calculation results of the df program, which is used for post-processing analysis and drawing and displaying the calculation results.

[0046] DL is the abbreviation of DDA LINE, which is a line segment generation program. The DL program can generate line segments that enclose blocks in the DDA analysis domain, and these line segments can further generate DDA blocks to provide data for the DC program.

[0047] The input data of the DL program are the line segments that enclose the outer contour of the analysis domain, various structures in the domain, and the statistical parameters of joints and fissures, such as fissure spacing, average fissure length, inclination, random distribution parameters, regular tunnel parameters, etc. The DL program will generate line segments that enclose the analysis domain, various caverns, and all blocks based on the input data, and define all line segments with the coordinates of the two end points (x1, y1, x2, y2). The input data of the DL program needs to be written into a data file. The name of the file can be defined by the user, such as bl001, etc. When running the DL program, the DL data file name needs to be written in the input file "ff.c".

[0048] The DL program has a total of 12 sets of input data, namely: control data, joints and cracks, contours, anchor cables, materials, fixed points, load points, measuring points, hole points and other data. After entering these data, the program automatically builds a model.

[0049] Step 2: Based on the discontinuous deformation analysis method, the deformation and movement process of the surrounding rock blocks after the tunnel excavation is completed are simulated. After the tunnel surrounding rock is stable, the stress distribution characteristics of the tunnel surrounding rock are analyzed, and the key points in the stress diagram are selected to draw a scatter plot. The Origin software is used for curve fitting, and the range of the tunnel pressure arch is determined by the pressure arch boundary lines at the upper and lower edges.

[0050] The discontinuous deformation analysis method (DDA) is used to calculate and analyze the model, with the aim of obtaining the maximum principal stress distribution diagram. The advantage is that a discontinuous calculation and analysis method is used.

[0051] In this implementation example, two-dimensional DDA is used for modeling, calculation and analysis. The two-dimensional DDA program includes four independent subprogram modules. All are written in C language, and each subprogram can be run separately. The input data of each subprogram needs to be input through a data file. The name of the data file is placed in an ff.c. The dl program is used to input calculation information. The file content includes each group of joint crack information, boundary information, tunnel definition information, etc., and generates the line segment definition file required for block cutting according to the input information; the dc program uses joint lines to "cut" each other to form blocks, forming the geometric data file required for DDA calculation; the df program solves the overall equilibrium equation of the block system according to the geometric information file and the physical parameter file, which is used for two-dimensional DDA calculation and analysis; the dg program is used to display the calculation results of the df program, which is used for post-processing analysis and drawing of the calculation results. We only need to obtain the basic information such as the joint parameters, ground stress parameters, and tunnel type of the rock mass, and then we can use the dl program to model, and then use the df program to calculate and analyze according to the physical and mechanical parameters of the rock mass, and finally obtain the maximum principal stress graph according to the dg program.

[0052] Simulate the deformation and movement of the surrounding rock after tunnel excavation: According to the basic information of the surrounding rock of the on-site tunnel, determine the joint parameters, ground stress parameters, tunnel parameters and other information of the rock mass, build a model, and use the discontinuous calculation method (DDA) for calculation.

[0053] Analyze the stress distribution characteristics of the tunnel surrounding rock: Based on the relevant geometric information and physical and mechanical information of the tunnel, obtain the distribution diagram of the maximum principal stress, determine the boundary of the pressure arch according to the distribution and direction of the maximum principal stress, and then obtain the range of the pressure arch.

[0054] The stress diagram is the maximum principal stress distribution diagram automatically generated after the discontinuous deformation analysis method (DDA) calculation is completed.

[0055] According to the position where the maximum principal stress direction changes, the key points of the stress distribution diagram are selected and curve fitting is performed. According to the fitting curve obtained from the key points, the maximum principal stress change area is divided, and the upper and lower boundary key points are selected and marked.

[0056] The pressure arch boundary lines at the upper and lower edges are used to determine the range and boundary lines of the pressure arch based on the stress distribution in the stress distribution diagram and the direction of the maximum principal stress. It is generally believed that the boundary of the pressure arch is the position where the maximum principal stress changes. Within the range of the pressure arch, the direction of the maximum principal stress will change significantly.

[0057] Origin software is used to perform curve fitting on the key points of the upper and lower boundaries of the stress change area to obtain the fitted upper and lower boundaries of the pressure arch. The purpose is to obtain the range of the pressure arch. The advantage is that it is more accurate based on the mechanics analysis of non-continuous media.

[0058] The above method can realize the determination of the range of the pressure arch formed by tunnel collapse.

[0059] Figure 2 It is based on the basic information of the surrounding rock of the on-site tunnel to determine the joint parameters of the rock mass, ground stress parameters, tunnel parameters and other information, and then conduct modeling and calculation.

[0060] Figure 3 Based on the calculation results, the maximum principal stress change area is divided, and the key points of the upper and lower boundaries are selected and marked.

[0061] Figure 4 Origin software is used to perform curve fitting on the key points of the upper and lower boundaries of the stress change area to obtain the fitted upper and lower boundaries of the pressure arch.

[0062] Embodiment 2

[0063] The purpose of this embodiment is to provide a computing device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the steps of the above method are implemented when the processor executes the program.

[0064] Embodiment 3

[0065] The purpose of this embodiment is to provide a computer-readable storage medium.

[0066] A computer-readable storage medium stores a computer program, which executes the steps of the above method when executed by a processor.

[0067] Embodiment 4

[0068] This embodiment discloses a tunnel surrounding rock pressure arch calculation system, including:

[0069] Discontinuous calculation model construction module: according to the actual conditions of the simulation project, the fixed points, loading points, monitoring points, joint parameters, hole parameters and ground stress parameter information of the calculation model are set to construct a discontinuous calculation model;

[0070] Discontinuous deformation calculation and analysis module: Based on the discontinuous calculation model, the deformation and movement process of the surrounding rock blocks after tunnel excavation is simulated, and the maximum principal stress distribution diagram is calculated using the discontinuous deformation analysis method;

[0071] Module for selecting key points of stress diagram and drawing scatter plot: Based on the simulation situation, after the tunnel surrounding rock is stable, analyze the stress distribution characteristics of the tunnel surrounding rock, select the key points of the upper and lower boundaries in the stress diagram and draw a scatter plot;

[0072] Perform curve fitting and correction module: determine the range of the tunnel pressure arch through the pressure arch boundary lines at the upper and lower edges of the scatter plot.

[0073] The steps involved in the apparatuses of the above embodiments 2, 3 and 4 correspond to the method embodiment 1, and the specific implementation methods can refer to the relevant description part of embodiment 1. The term "computer-readable storage medium" should be understood as a single medium or multiple media including one or more instruction sets; it should also be understood to include any medium that can store, encode or carry an instruction set for execution by a processor and enable the processor to execute any method in the present disclosure.

[0074] Those skilled in the art should understand that the modules or steps of the present disclosure can be implemented by a general computer device, or alternatively, they can be implemented by a program code executable by a computing device, so that they can be stored in a storage device and executed by the computing device, or they can be made into individual integrated circuit modules, or multiple modules or steps therein can be made into a single integrated circuit module for implementation. The present disclosure is not limited to any specific combination of hardware and software.

[0075] The above description is only a preferred embodiment of the present disclosure and is not intended to limit the present disclosure. For those skilled in the art, the present disclosure may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present disclosure shall be included in the protection scope of the present disclosure.

[0076] Although the above describes the specific implementation methods of the present disclosure in conjunction with the accompanying drawings, it is not intended to limit the scope of protection of the present disclosure. Technical personnel in the relevant field should understand that on the basis of the technical solution of the present disclosure, various modifications or variations that can be made by those skilled in the art without creative work are still within the scope of protection of the present disclosure.

Claims

1. A method for calculating the pressure arch of tunnel surrounding rock, characterized by comprising: Constructing a discontinuous calculation model: According to the actual conditions of the simulated project, set the fixed points, loading points, monitoring points, joint parameters, hole parameters and ground stress parameter information of the calculation model to construct a discontinuous calculation model; Discontinuous deformation calculation and analysis: Based on the discontinuous calculation model, the deformation and movement process of the surrounding rock blocks after tunnel excavation is simulated, and the maximum principal stress distribution diagram is calculated using the discontinuous deformation analysis method; Select key points of stress diagram and draw scatter plot: Based on the simulation situation, after the tunnel surrounding rock is stable, analyze the stress distribution characteristics of the tunnel surrounding rock, select key points of the upper and lower boundaries in the stress diagram and draw a scatter plot; Perform curve fitting and correction: determine the range of the tunnel pressure arch through the pressure arch boundary lines at the upper and lower edges of the scatter plot.

2. The method for calculating the tunnel surrounding rock pressure arch as claimed in claim 1, characterized in that: The range of the tunnel pressure arch is determined according to the direction of the maximum principal stress, and the range of the tunnel surrounding rock stress stability is obtained based on this range.

3. The method for calculating the tunnel surrounding rock pressure arch as claimed in claim 1, characterized in that: Simulate the deformation and movement process of the surrounding rock after tunnel excavation is completed: According to the basic information of the surrounding rock of the on-site tunnel, determine the joint parameters, ground stress parameters and tunnel parameter information of the rock mass, build a model, and use a discontinuous calculation method for calculation.

4. The method for calculating the tunnel surrounding rock pressure arch as claimed in claim 3, characterized in that: The modeling process is: Two-dimensional DDA is used for modeling and calculation analysis. The two-dimensional DDA program includes four independent sub-program modules; The dl program is used to input calculation information. The file content includes each group of joint and fissure information, boundary information, and tunnel definition information. The line segment definition file required for block cutting is generated based on the input information. The dc program uses joint lines to "cut" each other to form blocks and form the geometric data files required for DDA calculations; The df program solves the overall equilibrium equation of the block system based on the geometric information file and the physical parameter file for two-dimensional DDA calculation and analysis; The dg program is used to display the calculation results of the df program, for post-processing analysis, and to draw graphs to display the calculation results.

5. The method for calculating the tunnel surrounding rock pressure arch as claimed in claim 3, characterized in that: The input data of the dl program are the statistical parameters of the outer contour of the analysis domain, the line segments of various structures in the domain, and the joints and fissures; The dl program generates line segments that enclose the analysis domain, various caverns and all blocks based on the input data, and uses the coordinates of the two end points of all line segments.

6. The method for calculating tunnel surrounding rock pressure arch according to claim 1, characterized in that the stress The figure shows the maximum principal stress distribution diagram automatically generated after the discontinuous deformation analysis method is calculated.

7. The method for calculating the tunnel surrounding rock pressure arch as claimed in claim 1, characterized in that: Pressure arch boundary lines at the upper and lower edges: To determine the range and boundary lines of the pressure arch based on the stress distribution in the stress distribution diagram and the direction of the maximum principal stress, the boundary of the pressure arch is the position where the maximum principal stress changes.

8. A computing device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein: When the processor executes the program, the steps of the method described in any one of claims 1 to 7 are implemented.

9. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the program is executed by a processor, the steps of the method described in any one of claims 1 to 7 are performed.

10. The tunnel surrounding rock pressure arch calculation system is characterized by: include: Discontinuous calculation model construction module: according to the actual conditions of the simulation project, the fixed points, loading points, monitoring points, joint parameters, hole parameters and ground stress parameter information of the calculation model are set to construct a discontinuous calculation model; Discontinuous deformation calculation and analysis module: Based on the discontinuous calculation model, the deformation and movement process of the surrounding rock blocks after tunnel excavation is simulated, and the maximum principal stress distribution diagram is calculated using the discontinuous deformation analysis method; Select key points of stress diagram and draw scatter diagram module: Based on the simulation situation, after the tunnel surrounding rock is stable, analyze the stress distribution characteristics of the tunnel surrounding rock, select the key points of the upper and lower boundaries in the stress diagram and draw a scatter diagram; Perform curve fitting and correction module: determine the range of the tunnel pressure arch through the pressure arch boundary lines at the upper and lower edges of the scatter plot.

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