Underground engineering surrounding rock deformation prediction method and system based on energy principle

Abstract

The invention provides an underground engineering surrounding rock deformation prediction method and system based on an energy principle, and relates to the technical field of underground engineering surrounding rock stability control. Comprising the steps of obtaining underground engineering construction basic information; based on basic information of underground engineering construction, determining elastic strain energy of rock mass around the excavation area, dissipation energy of crack expansion and development and elastic strain energy gathered due to excavation; determining deformation energy for driving the surrounding rock to deform in the excavation process based on the elastic strain energy, dissipation energy of crack expansion and development and elastic strain energy gathered due to excavation; and predicting the deformation of the surrounding rock at different positions of the excavation area based on the deformation energy for driving the surrounding rock to deform in the excavation process and the surface forces of different parts of the excavation area. According to the method, the underground engineering surrounding rock deformation is predicted from the perspective of the energy principle, theoretical analysis is carried out based on rock mass mechanical properties, and the underground engineering surrounding rock deformation is obtained.

Description

Technical Field

[0001] The present invention belongs to the technical field of underground engineering surrounding rock stability control, and in particular relates to an underground engineering surrounding rock deformation prediction method and system based on energy principle. Background Art

[0002] During the construction of underground projects, the stability control of cavern surrounding rock is the primary scientific issue. The deformation of surrounding rock is the most effective and intuitive indicator of the stability of surrounding rock in underground projects, and it is also an important indicator for comprehensive judgment of surrounding rock stability. Accurately predicting the deformation of surrounding rock during excavation has important engineering guidance significance for the analysis of surrounding rock stability. On the one hand, accurate prediction of surrounding rock deformation helps to plan and design underground projects, reduce potential safety risks from the source, and ensure the safety and reliability of the project; on the other hand, accurate prediction of surrounding rock deformation helps to optimize the project plan. Based on the predicted value of surrounding rock deformation, targeted support measures can be taken for different surrounding rock conditions to avoid excessive support and safety accidents, thereby reducing construction and maintenance costs.

[0003] At present, the prediction of surrounding rock deformation in underground projects is mainly carried out by regression analysis, numerical simulation and artificial intelligence algorithms. The inventor found that the regression analysis method obtains the relationship between independent variables and dependent variables through mathematical analysis, but this method has the problem of small amount of data, low fitting degree for complex surrounding rock nonlinear deformation, and large difference between predicted results and actual values; the numerical simulation method predicts the deformation value of rock mass by solving mechanical equations by using finite element, discrete unit and finite difference methods, but due to factors such as model complexity, uncertainty of mechanical parameters, influence of constitutive model accuracy and difficulty in handling complex geological conditions, it has certain limitations in practical application; the artificial intelligence algorithm trains the model through a large amount of historical data to predict the deformation of surrounding rock, but this method has the shortcomings of data dependence, lack of physical meaning and overfitting. By consulting the literature, it is found that there is a lack of a method for predicting the deformation of surrounding rock in underground projects based on the combination of indoor experiments and theories. Summary of the invention

[0004] In order to overcome the shortcomings of the above-mentioned prior art, the present invention provides a method and system for predicting the deformation of underground engineering surrounding rock based on the energy principle. Based on the indoor test results and combined with the actual engineering characteristics, the deformation of underground engineering surrounding rock is predicted from the perspective of energy principle to obtain the deformation of underground engineering surrounding rock.

[0005] To achieve the above objectives, one or more embodiments of the present invention provide the following technical solutions:

[0006] The first aspect of the present invention provides a method for predicting deformation of surrounding rock of underground engineering based on energy principle.

[0007] The method for predicting deformation of surrounding rock of underground engineering based on energy principle includes the following steps:

[0008] Obtain basic information on underground engineering construction;

[0009] Based on the basic information of underground engineering construction, determine the elastic strain energy of the rock mass around the excavation area, the dissipated energy of crack expansion and development, and the elastic strain energy accumulated due to excavation;

[0010] Based on the elastic strain energy, the dissipated energy of crack expansion and the elastic strain energy accumulated due to excavation, the deformation energy driving the deformation of the surrounding rock during the excavation process is determined;

[0011] Based on the deformation energy that drives the deformation of the surrounding rock during the excavation process and the magnitude of the surface force at different parts of the excavation area, the deformation of the surrounding rock at different positions in the excavation area is predicted.

[0012] The second aspect of the present invention provides an underground engineering surrounding rock deformation prediction system based on energy principle.

[0013] The underground engineering surrounding rock deformation prediction system based on energy principle includes:

[0014] The basic information acquisition module is configured to: acquire basic information of underground engineering construction;

[0015] The elastic strain energy, dissipated energy and elastic strain energy accumulated due to excavation determination module is configured to: determine the elastic strain energy of the rock mass around the excavation area, the dissipated energy of crack expansion and development, and the elastic strain energy accumulated due to excavation based on the basic information of underground engineering construction;

[0016] The deformation energy calculation module is configured to: determine the deformation energy driving the deformation of the surrounding rock during the excavation process based on the elastic strain energy, the dissipated energy of the crack expansion and the elastic strain energy accumulated due to the excavation;

[0017] The surrounding rock deformation calculation module is configured to predict the surrounding rock deformation at different positions in the excavation area based on the deformation energy driving the surrounding rock deformation during the excavation process and the magnitude of the surface force at different parts of the excavation area.

[0018] The third aspect of the present invention provides a computer-readable storage medium having a program stored thereon, which, when executed by a processor, implements the steps of the method for predicting deformation of surrounding rock of underground engineering based on energy principle as described in the first aspect of the present invention.

[0019] The fourth aspect of the present invention provides an electronic device, including a memory, a processor, and a program stored in the memory and executable on the processor, wherein when the processor executes the program, the steps in the method for predicting deformation of surrounding rock of underground engineering based on energy principle as described in the first aspect of the present invention are implemented.

[0020] One or more of the above technical solutions have the following beneficial effects:

[0021] The present invention provides a method and system for predicting the deformation of surrounding rock of underground engineering based on the energy principle. Different from the existing methods for predicting the deformation of surrounding rock by regression analysis, numerical simulation and artificial intelligence, the present invention proposes a method for predicting the deformation of surrounding rock of underground engineering based on the principle of conservation of energy. The deformation of surrounding rock of underground engineering is predicted from the perspective of energy principle, and theoretical analysis is performed based on the test results of mechanical properties of rock mass in indoor experiments to obtain the deformation of surrounding rock of underground engineering, which makes up for the shortcomings of existing prediction methods and theoretically solves the problem that it is difficult for existing elastic-plastic theory to effectively analyze and accurately predict the deformation of complex surrounding rock, filling the gap in accurately predicting the deformation of surrounding rock based on the mechanical properties of rock.

[0022] The present invention fully considers the differences in the ground stress conditions, lithology, excavation methods and different positions of underground engineering. By introducing the excavation disturbance range coefficient and the energy transfer coefficient, it realizes the quantitative and precise calculation of the surrounding rock deformation at different positions (top, bottom, left side and right side) around the excavation area of ​​the underground engineering, which helps to optimize the design and construction plan.

[0023] 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

[0024] The accompanying drawings in the specification, which constitute a part of the present invention, are used to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute improper limitations on the present invention.

[0025] Figure 1 The present invention is a flow chart of the underground surrounding rock deformation prediction method based on the energy principle.

[0026] Figure 2 This is a plan of the excavation area and impact range of the underground project.

[0027] Figure 3 This is a cross-sectional diagram of the underground engineering excavation area and impact range.

[0028] In the figure, 1-underground engineering excavation area; 2-influence range of the excavation area; 3-sampling borehole; L-length of the excavation area; b-horizontal distance of the sampling borehole. DETAILED DESCRIPTION

[0029] It should be noted that the following detailed descriptions are exemplary and are intended to provide further explanation of the present invention. 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 invention belongs.

[0030] It should be noted that the terms used herein are for describing specific embodiments only and are not intended to be limiting of exemplary embodiments according to the present invention.

[0031] In the absence of conflict, the embodiments of the present invention and the features of the embodiments may be combined with each other.

[0032] The overall idea proposed by the present invention is:

[0033] Based on the problems existing in the prediction of deformation of surrounding rock of underground engineering by using regression analysis, numerical simulation and artificial intelligence algorithm in the aforementioned background technology, the present invention proposes a method and system for predicting deformation of surrounding rock of underground engineering based on energy principle, which predicts deformation of surrounding rock of underground engineering from the perspective of energy principle, and obtains deformation of surrounding rock of underground engineering by theoretical analysis based on mechanical properties of rock mass.

[0034] The inventors found that rock mass, as a non-uniform continuous medium, contains a large number of discontinuous and irregularly shaped cracks, joints and faults. Its mechanical failure response characteristics show obvious nonlinear and anisotropic characteristics. In addition, the complexity of the rock mass environment makes it difficult for the existing elastic-plastic theory to effectively analyze and accurately predict the deformation of the surrounding rock of underground projects. From the law of conservation of energy, it can be seen that energy conversion is the essential characteristic of material physical processes. In fact, rock deformation and failure is a state instability phenomenon driven by energy. At present, there is no report on the prediction of the deformation of the surrounding rock of underground projects from the perspective of energy principles. Therefore, there is an urgent need for a prediction method based on theoretical analysis of the mechanical properties of rock mass to obtain the deformation of the surrounding rock of underground projects.

[0035] The method for predicting deformation of surrounding rock of underground engineering based on energy principle proposed in the present invention comprises the following steps: firstly, conducting on-site investigation on basic information of underground engineering construction, including rock properties, regional ground stress, excavation method, surface area and length around the excavation area, and randomly taking rock samples in and around the excavation area; secondly, performing indoor tests and theoretical calculations to determine elastic strain energy of rock, damage dissipation energy per unit volume when cracked rock is damaged, and elastic strain energy accumulated due to excavation; then, determining dissipated energy of crack expansion inside rock mass near the excavation area; and finally, determining energy driving surrounding rock destruction during excavation and calculating surrounding rock deformation, so as to realize accurate prediction of surrounding rock deformation of underground engineering.

[0036] Embodiment 1

[0037] This embodiment discloses a method for predicting deformation of surrounding rock of underground engineering based on energy principle.

[0038] like Figure 1 As shown in FIG. 1 , the method for predicting deformation of surrounding rock of underground engineering based on energy principle includes the following steps:

[0039] Step 1: On-site research

[0040] On-site investigation of underground engineering construction rock mass lithology, regional ground stress, excavation method, and surface area S around the excavation area i The rock samples were randomly taken at a horizontal distance of bm (5-10m) using a drilling rig in the underground engineering excavation area (range A), and c (10-50) rocks were randomly taken at 2-5 times (range B) around the top, bottom, left side and right side of the excavation area.

[0041] like Figure 2 and Figure 3 As shown, the influence range of the excavation area is determined around the underground engineering excavation area; sampling drilling is carried out in the excavation area of ​​the nuclear underground engineering within the influence range of the excavation area.

[0042] Step 2: Indoor testing and calculation

[0043] Step 2.1) Determine the rock elastic strain energy density U' Ei

[0044] For the rock samples obtained within the B range, based on the in-situ stress distribution, the real rock distribution environment was restored in the laboratory, and the stored elastic strain energy density U' was calculated through experiments and mathematical statistical methods. Ei , which is expressed as follows:

[0045]

[0046] In the formula, U' Ei (i = top, bottom, left side, right side) is the elastic strain energy density of rocks at different positions around the excavation area; σ1, σ2, σ3 are the maximum, middle and minimum principal stresses respectively; are the average Poisson’s ratios of rocks at different locations around the excavation area; They are the average elastic modulus of rocks at different locations around the excavation area.

[0047] Step 2.2) Determine the elastic strain energy U accumulated in the underground engineering due to excavation T

[0048] For rock samples within the A range, experiments are carried out in the laboratory to restore the original rock stress state before excavation and obtain the real occurrence of the rock, so as to determine the elastic strain energy U accumulated in the underground engineering excavation area due to excavation. T , the expression is as follows:

[0049]

[0050] Where U T with U' T are the elastic strain energy accumulated due to excavation and the elastic strain energy accumulated per unit volume, respectively; V is the volume of the excavation area; is the average elastic modulus of the rock mass in the excavation area; The average Poisson's ratio of the rock mass in the excavation area; δ is the concentration factor of elastic strain energy accumulated due to excavation (0<δ<1), which is determined by experience.

[0051] Step 2.3) Determine the damage dissipation energy per unit volume when the fractured rock is damaged: Di

[0052] Based on the physical and mechanical properties of rocks at different locations around the excavation area in step 2.1), rock samples with n (0 to 50) fractures were prepared by similar simulation criteria, and the energy U' was obtained through experiments. T The damage dissipation energy per unit volume of rock during the development and expansion of cracks during the input process is U' Di , using data fitting processing, the number of rock cracks n and the damage dissipation energy per unit volume of rock U' are established Di The relationship between the two is expressed as follows:

[0053] U' Di (n) = F(E i ',μ i ',n,e)(3)

[0054] In the formula, U' Di (i = top, bottom, left side, right side) is the energy dissipated per unit volume during the development and expansion of cracks inside the rock at different locations around the excavation area; n is the number of cracks inside the rock mass; E' i (i = top, bottom, left side, right side) is the elastic modulus of the rock with cracks at different positions around the excavation area; μ' i (i=top, bottom, left side, right side) are the average Poisson's ratios of rocks at different positions around the excavation area; e is the input energy.

[0055] Step 3: Determine the elastic strain energy U of the rock mass around the excavation area Ei The dissipated energy U of crack expansion and development D

[0056] Step 3.1) Determine the elastic strain energy U of the rock mass around the excavation area Ei

[0057] According to different excavation methods, the excavation disturbance coefficient D is selected to determine the excavation disturbance range, and the rock elastic strain energy U within the excavation area is calculated. Ei , the expression is as follows:

[0058]

[0059] Step 3.2) Determine the dissipated energy U of the rock mass crack expansion around the excavation area Di

[0060] According to different excavation methods, the excavation disturbance range is determined by selecting the excavation disturbance coefficient D, and the number of internal cracks N in the rock mass around the excavation area is obtained by geological scanning instruments and borehole television. i (i = top, bottom, left side, right side), calculate the dissipated energy U of the development of cracks inside the rock within the influence range of the excavation area Di , the expression is as follows:

[0061] U Di =U' Di (N)S i D(5)

[0062] Where U Di (i = top, bottom, left side, right side) Dissipated energy of crack expansion and development in rocks at different positions around the excavation area; V is the volume of the excavation area; The disturbance range D is related to the excavation method and is determined based on empirical values ​​by selecting the values ​​in Table 1.

[0063] Table 1 Disturbance coefficient of underground engineering excavation

[0064] Serial number Excavation method Excavation disturbance coefficient 1 Full-face excavation 4.5～5.0 2 Step method construction 4.0～4.5 3 Circular excavation and core soil retention method 4.0～4.5 4 Septal Method 3.5～4.0 5 Cross-septal method 3.0～3.5 6 Double sidewall pilot method 2.5～3.0

[0065] Step 4: Determine the deformation energy U that drives the surrounding rock deformation and failure during excavation Bi

[0066] Before excavation, underground engineering rock mass accumulates a large amount of energy and is in a certain equilibrium state. When excavation is carried out, the original energy balance state is broken. Based on the principle of energy conservation, part of the elastic strain energy accumulated by excavation is used as dissipated energy U to drive the expansion and development of cracks inside the rock mass. Di exists; part of it is transferred to the rock mass and works together with the elastic strain energy to drive the surrounding rock deformation energy U Bi If exists, then the deformation energy U that drives the surrounding rock deformation Bi , the expression is as follows:

[0067]

[0068] Where U Bi (i = top, bottom, left side, right side) are the deformation energies of the surrounding rock at different positions around the driving excavation area; U Di with U Ei(i = top, bottom, left side, right side) are the deformation energy and elastic strain energy of crack expansion at different positions around the excavation area; where ξ is the energy transfer coefficient at different positions around the excavation area, which is determined by engineering experience and selected from the experience values ​​in Table 2. It should be noted that Σξ i =1.

[0069] Table 2 Empirical values ​​of energy transfer coefficient

[0070] top bottom Left Gang Right Gang 10～15％ 5～10％ 30～40％ 30～40％

[0071] Step 5: Calculation of deformation of surrounding rock of underground engineering

[0072] According to the relative relationship between the underground engineering layout direction and the ground stress direction, the forces on the top, bottom, left and right sides of the excavation area are calculated respectively, and then the surrounding rock deformation S is obtained. i ', the expression is as follows:

[0073]

[0074] Where U Bi (i = top, bottom, left side, right side) is the deformation energy of the surrounding rock in the driving excavation area; S' i (i = top, bottom, left side, right side) is the displacement at different positions in the excavation area; F i (i = top, bottom, left side, right side) is the magnitude of the surface force at different parts, and the expression is as follows:

[0075] F i =σ i S i (8)

[0076] In the formula, σ i (i = top, bottom, left side, right side) is the magnitude of the ground stress at different parts; S i (i = top, bottom, left side, right side) is the surface area around the excavation area.

[0077] The specific implementation process of this embodiment will be described below by example:

[0078] Step 1: On-site research

[0079] The lithology of an underground project is sandy slate. According to the ground stress test results, the maximum principal stress σ1 = 6.68MPa, the intermediate principal stress σ2 = 5.25MPa, and the minimum principal stress σ3 = 4.82MPa. The full-section method is used for excavation. The top surface area of ​​the excavation area is S 顶部 =150m 2 , bottom surface area S 底部 =150m 2 , left side surface area S左帮 =250m 2 , right side surface area S 右帮 =250m 2 , length L = 50m, excavation area volume V = 750m 2 , rock samples were randomly taken every 5 to 10 m in the underground engineering excavation area (A range), and 40 rock samples were randomly taken within 2 to 5 times the area around the top, bottom, left and right sides of the excavation area (B range).

[0080] Step 2: Indoor testing and calculation

[0081] Step 2.1) Determine the rock elastic strain energy U Ei

[0082] For the rock samples obtained within the B range, based on the in-situ stress distribution, the real rock distribution environment was restored in the laboratory and U E顶部 =1.1GPa, U E底部 =1.1GPa, U E左帮 =1.3GPa, U E右帮 =1.7GPa; Substitute the data from the first step into formula (1) to calculate the elastic strain energy U' of the rock mass at different locations in the excavation area Ei :

[0083]

[0084] Step 2.2) Determine the elastic strain energy U accumulated in the underground engineering due to excavation T

[0085] For rock samples within range A, tests were carried out in the laboratory to obtain the average elastic modulus of the regional rock mass. Average Poisson's ratio of rock mass in excavation area The concentration factor of elastic strain energy accumulated due to excavation is taken as 0.8. By restoring the original rock stress state before excavation, the rock strain under the actual ground stress condition is obtained. The first step and the above data are substituted into formula (3) to determine the elastic strain energy U accumulated due to excavation: T :

[0086]

[0087] Step 2.3) Determine the damage dissipation energy per unit volume when the fractured rock is damaged: Di

[0088] Based on the physical and mechanical properties of rocks at different locations around the excavation area in step 2.1), rock samples with 0 to 15 cracks were prepared by similar simulation criteria. The energy dissipation U of the rock during the development and expansion of the cracks during the energy input of 1.8 J was obtained by experiments.Di , using data fitting processing, the number of rock cracks n and the damage dissipation energy per unit volume of rock U are established Di The relationship between the two is expressed as follows:

[0089]

[0090] Step 3: Determine the dissipated energy U of the crack expansion and development inside the rock mass near the excavation area D

[0091] Step 3.1) Determine the elastic strain energy U of the rock mass around the excavation area Ei

[0092] A certain underground project adopts the full-section excavation method. The excavation disturbance influence range is determined by Table 1, which is 5 times the excavation area range. According to formula (4), the rock elastic strain energy U within the excavation area influence range is obtained. Ei :

[0093]

[0094] Step 3.2) Determine the dissipated energy U of the rock mass crack expansion around the excavation area Di

[0095] The number of cracks within 5 times the excavation area was obtained by using geological scanner and borehole television: N 顶部 =700, N 底部 =550, N 左帮 =780, N 右帮 = 820. Based on the data in step 2.2), the dissipated energy U of the rock crack expansion development within the excavation area is calculated. Di :

[0096]

[0097] Table 1 Disturbance coefficient of underground engineering excavation

[0098] Serial number Excavation method Excavation disturbance range coefficient 1 Full-face excavation 4.5～5.0 2 Step method construction 4.0～4.5 3 Circular excavation and core soil retention method 4.0～4.5 4 Septal Method 3.5～4.0 5 Cross-septal method 3.0～3.5 6 Double sidewall pilot method 2.5～3.0

[0099] Step 4: Determine the energy that drives the deformation and failure of the surrounding rock during excavation

[0100] The energy transfer coefficient ξ at different positions in the excavation area is determined by selecting from Table 2 顶部 =15%,ξ 底部 =5%,ξ 左帮 =40%,ξ 右帮 =40%, combined with the data in step 2 and step 3, determine the deformation energy U that drives the surrounding rock deformation at different locations around the excavation area Bi :

[0101]

[0102] Table 2 Empirical values ​​of energy transfer coefficient

[0103] top bottom Left Gang Right Gang 10～15％ 5～10％ 30～40％ 30～40％

[0104] Step 5: Calculation of deformation of surrounding rock of underground engineering

[0105] According to the relative relationship between the underground engineering layout direction and the ground stress direction, the forces on the top, bottom, left and right sides of the excavation area are calculated respectively. The surrounding rock deformation calculation formula is as follows:

[0106]

[0107] Where U B i (i = top, bottom, left side, right side) is the deformation energy of the surrounding rock in the driving excavation area; S'i (i = top, bottom, left side, right side) is the displacement at different positions in the excavation area; Fi (i = top, bottom, left side, right side) is the magnitude of the surface force at different parts, and its expression is:

[0108] Fi=σiSi

[0109] In the formula, σi (i = top, bottom, left side, right side) is the magnitude of the ground stress at different parts; Si (i = top, bottom, left side, right side) is the surface area around the excavation area.

[0110] This embodiment is different from existing surrounding rock deformation prediction methods such as regression analysis, numerical simulation and artificial intelligence. Instead, it proposes a surrounding rock deformation prediction method for underground engineering based on the energy principle. It theoretically solves the problem that the existing elastic-plastic theory is difficult to effectively analyze and accurately predict the deformation of complex surrounding rocks, and fills the gap in accurately predicting the deformation of surrounding rocks based on the mechanical properties of rock. This embodiment fully considers the differences in the ground stress conditions, rock properties, excavation methods and different positions of underground engineering. By introducing the excavation disturbance range coefficient and the energy transfer coefficient, it realizes the quantitative and precise calculation of the surrounding rock deformation at different positions (top, bottom, left side and right side) around the excavation area of ​​the underground engineering, which is helpful to optimize the design and construction plan.

[0111] Embodiment 2

[0112] This embodiment discloses an underground engineering surrounding rock deformation prediction system based on energy principle.

[0113] The underground engineering surrounding rock deformation prediction system based on energy principle includes:

[0114] The basic information acquisition module is configured to: acquire basic information of underground engineering construction;

[0115] The elastic strain energy, dissipated energy and elastic strain energy accumulated due to excavation determination module is configured to: determine the elastic strain energy of the rock mass around the excavation area, the dissipated energy of crack expansion and development, and the elastic strain energy accumulated due to excavation based on the basic information of underground engineering construction;

[0116] The deformation energy calculation module is configured to: determine the deformation energy driving the deformation of the surrounding rock during the excavation process based on the elastic strain energy, the dissipated energy of the crack expansion and the elastic strain energy accumulated due to the excavation;

[0117] The surrounding rock deformation calculation module is configured to predict the surrounding rock deformation at different positions in the excavation area based on the deformation energy driving the surrounding rock deformation during the excavation process and the magnitude of the surface force at different parts of the excavation area.

[0118] Embodiment 3

[0119] The purpose of this embodiment is to provide a computer-readable storage medium.

[0120] A computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the steps in the method for predicting deformation of surrounding rock of underground engineering based on energy principle as described in Example 1 of the present disclosure.

[0121] Embodiment 4

[0122] The purpose of this embodiment is to provide an electronic device.

[0123] An electronic device includes a memory, a processor, and a program stored in the memory and executable on the processor. When the processor executes the program, the steps in the method for predicting deformation of surrounding rock of underground engineering based on energy principle as described in Example 1 of the present disclosure are implemented.

[0124] 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 invention.

[0125] Those skilled in the art should understand that the modules or steps of the present invention described above can be implemented by a general-purpose 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 invention is not limited to any specific combination of hardware and software.

[0126] Although the above describes the specific implementation mode of the present invention in conjunction with the accompanying drawings, it is not intended to limit the scope of protection of the present invention. Those skilled in the art should understand that various modifications or variations that can be made by those skilled in the art on the basis of the technical solution of the present invention without creative work are still within the scope of protection of the present invention.

Claims

1. A method for predicting deformation of surrounding rock in underground engineering based on energy principle, characterized in that: The following steps are involved: Obtain basic information on underground engineering construction; Based on the basic information of underground engineering construction, determine the elastic strain energy of the rock mass around the excavation area, the dissipated energy of crack expansion and development, and the elastic strain energy accumulated due to excavation; Based on the elastic strain energy, the dissipated energy of crack expansion and the elastic strain energy accumulated due to excavation, the deformation energy driving the deformation of the surrounding rock during the excavation process is determined; Based on the deformation energy that drives the deformation of the surrounding rock during the excavation process and the magnitude of the surface force at different parts of the excavation area, the deformation of the surrounding rock at different positions in the excavation area is predicted.

2. The method for predicting deformation of surrounding rock in underground engineering based on energy principle according to claim 1, characterized in that: The basic information of underground engineering construction includes: rock properties, regional ground stress, excavation method, and surface area and length around the excavation area, and rock samples are randomly taken in the excavation area and its surroundings.

3. The method for predicting deformation of surrounding rock in underground engineering based on energy principle according to claim 1, characterized in that: Determine the elastic strain energy of the rock mass around the excavation area. The specific process is as follows: Firstly, the elastic strain energy density of rock is determined through experiments and mathematical statistical methods; Then, according to different excavation methods, the excavation disturbance range is determined by selecting the excavation disturbance coefficient, and the elastic strain energy of the rock within the influence range of the excavation area is calculated in combination with the surface area around the excavation area.

4. The method for predicting deformation of surrounding rock in underground engineering based on energy principle according to claim 1, characterized in that: Determine the dissipated energy of the development of rock cracks around the excavation area. The specific process is: Firstly, the damage dissipation energy per unit volume of rock when the fractured rock is damaged during the energy input process is obtained through experimental methods. Then, data fitting is used to establish the relationship between the number of rock cracks and the damage dissipation energy per unit volume of rock. Finally, according to different excavation methods, the excavation disturbance range is determined by selecting the excavation disturbance coefficient, and the number of internal cracks in the rock mass around the excavation area is determined. Combined with the surface area around the excavation area, the dissipated energy of the expansion and development of rock cracks around the excavation area is calculated.

5. The method for predicting deformation of surrounding rock in underground engineering based on energy principle according to claim 1, characterized in that: Determine the deformation energy that drives the surrounding rock deformation during excavation. The specific formula is: Among them, U Bi are the deformation energy of the surrounding rock at different locations around the excavation area, U Di with U Ei are the dissipated energy and elastic strain energy of crack expansion at different positions around the excavation area, i = top, bottom, left side, right side; U T is the elastic strain energy accumulated due to excavation; ξ is the energy transfer coefficient at different positions around the excavation area, Σξ i =1.

6. The method for predicting deformation of surrounding rock in underground engineering based on energy principle according to claim 5, characterized in that: The calculation formula of the surrounding rock deformation is: Among them, F i is the magnitude of the surface force at different locations, S' i is the displacement at different positions in the excavation area, that is, the deformation of the surrounding rock at different positions in the excavation area, i = top, bottom, left side, right side.

7. The method for predicting deformation of surrounding rock in underground engineering based on energy principle according to claim 5, characterized in that: It is assumed that the underground engineering rock mass accumulates a large amount of energy before excavation and is in a certain equilibrium state; When excavation is carried out, the original energy balance state is broken. Based on the principle of energy conservation, the energy of the excavation area will be transferred to the surrounding rock mass, part of which is the dissipated energy U that drives the expansion and development of cracks inside the rock mass. Di A part of it is transferred to the rock mass and acts together with the elastic strain energy to drive the surrounding rock deformation energy U Bi exist.

8. The underground engineering surrounding rock deformation prediction system based on energy principle is characterized by: include: The basic information acquisition module is configured to: acquire basic information of underground engineering construction; The elastic strain energy, dissipated energy and elastic strain energy accumulated due to excavation determination module is configured to: determine the elastic strain energy of the rock mass around the excavation area, the dissipated energy of crack expansion and development, and the elastic strain energy accumulated due to excavation based on the basic information of underground engineering construction; The deformation energy calculation module is configured to: determine the deformation energy driving the deformation of the surrounding rock during the excavation process based on the elastic strain energy, the dissipated energy of the crack expansion and the elastic strain energy accumulated due to the excavation; The surrounding rock deformation calculation module is configured to predict the surrounding rock deformation at different positions in the excavation area based on the deformation energy driving the surrounding rock deformation during the excavation process and the magnitude of the surface force at different parts of the excavation area.

9. A computer-readable storage medium having a program stored thereon, characterized in that: When the program is executed by a processor, the steps of the method for predicting deformation of surrounding rock of underground engineering based on energy principle as described in any one of claims 1 to 7 are implemented.

10. An electronic device comprising a memory, a processor, and a program stored in the memory and executable on the processor, characterized in that: When the processor executes the program, the steps in the method for predicting deformation of surrounding rock of underground engineering based on energy principle as described in any one of claims 1 to 7 are implemented.

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