Method and system for predicting deformation of surrounding rock in underground engineering based on energy principle

Abstract

The present invention proposes a method and system for predicting the deformation of surrounding rock in underground projects based on the energy principle, which relates to the technical field of stability control of surrounding rock in underground projects. It includes obtaining basic information on underground project construction; based on the basic information on underground project construction, determining 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 development, and the elastic strain energy accumulated due to excavation, determining the deformation energy that drives the deformation of surrounding rock during the excavation process; based on the deformation energy that drives the deformation of surrounding rock during the excavation process and the magnitude of the surface force at different parts of the excavation area, predicting the deformation of surrounding rock at different positions in the excavation area. The present invention predicts the deformation of surrounding rock in underground projects from the perspective of energy principle, performs theoretical analysis based on the mechanical properties of rock mass, and obtains the deformation of surrounding rock in underground projects.

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 underground engineering construction, controlling the stability of the surrounding rock of the cavern is a primary scientific issue. Surrounding rock deformation is the most effective and intuitive indicator of surrounding rock stability in underground projects and a key indicator for comprehensive assessment of surrounding rock stability. Accurately predicting surrounding rock deformation during excavation has important engineering guidance for surrounding rock stability analysis. On the one hand, accurately predicting surrounding rock deformation aids in the planning and design of underground projects, mitigating potential safety risks at the source and ensuring the safety and reliability of the project. On the other hand, accurately predicting surrounding rock deformation helps optimize project plans. Based on the predicted surrounding rock deformation, targeted support measures can be implemented for different surrounding rock conditions to avoid over-support and safety accidents, thereby reducing construction and maintenance costs.

[0003] At present, the main methods used to predict the deformation of surrounding rock in underground projects are regression analysis, numerical simulation and artificial intelligence algorithms. The inventors found that the regression analysis method obtains the relationship between independent variables and dependent variables through mathematical analysis, but this method has the problems 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 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 reviewing the literature, it was 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 theory. Summary of the Invention

[0004] In order to overcome the shortcomings of the above-mentioned existing technologies, 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 results of indoor tests 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 in underground engineering based on energy principle.

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

[0008] Obtain basic information on underground engineering construction;

[0009] Based on basic information about underground engineering construction, determine the elastic strain energy of the rock mass around the excavation area, the dissipated energy due to 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 development, and the elastic strain energy accumulated due to excavation, the deformation energy that drives the deformation of the surrounding rock during excavation is determined;

[0011] Based on the deformation energy that drives the deformation of the surrounding rock during excavation 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 module for determining elastic strain energy, dissipated energy, and elastic strain energy accumulated due to excavation is configured to: determine the elastic strain energy of the rock mass surrounding the excavation area, the dissipated energy due to crack expansion, and the elastic strain energy accumulated due to excavation based on basic information about underground engineering construction;

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

[0017] The surrounding rock deformation calculation module is configured to predict the surrounding rock deformation at different locations in the excavation area based on the deformation energy that drives 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 in 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 runnable on the processor. When the processor executes the program, it implements the steps in the method for predicting the deformation of surrounding rock of underground engineering based on the energy principle as described in the first aspect of the present invention.

[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 in underground projects based on the energy principle. Different from the existing methods for predicting surrounding rock deformation by regression analysis, numerical simulation and artificial intelligence, the present invention proposes a method for predicting the deformation of surrounding rock in underground projects based on the principle of conservation of energy. The deformation of surrounding rock in underground projects is predicted from the perspective of the energy principle, and theoretical analysis is performed based on the test results of the mechanical properties of indoor experimental rock masses to obtain the deformation of surrounding rock in underground projects. This makes up for the shortcomings of existing prediction methods and theoretically solves the problem that the existing elastic-plastic theory is difficult 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 stress distribution conditions, lithology, excavation methods and differences in different locations 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 be obvious from the following description, or will be learned through practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] The accompanying drawings, 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 This is a flow chart of the underground surrounding rock deformation prediction method based on the energy principle of the present invention.

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

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

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

[0029] It should be noted that the following detailed descriptions are exemplary and intended to provide further explanation of the present invention. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as 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 particular embodiments only and are not intended to limit the exemplary embodiments according to the present invention.

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

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

[0033] Based on the problems existing in the above-mentioned background technology of using regression analysis, numerical simulation and artificial intelligence algorithms to predict the deformation of underground engineering surrounding rocks, the present invention proposes a method and system for predicting the deformation of underground engineering surrounding rocks based on the energy principle. The deformation of underground engineering surrounding rocks is predicted from the perspective of the energy principle, and theoretical analysis is performed based on the mechanical properties of rock mass to obtain the deformation of underground engineering surrounding rocks.

[0034] The inventors discovered 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 existing elastic-plastic theories to effectively analyze and accurately predict the deformation of surrounding rocks of underground projects. According to the law of conservation of energy, 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 has been no report on the prediction of the deformation of surrounding rocks of underground projects from the perspective of energy principles. Therefore, there is an urgent need for a prediction method for the deformation of surrounding rocks of underground projects based on theoretical analysis of the mechanical properties of rock mass.

[0035] The present invention proposes a method for predicting deformation of surrounding rock of underground projects based on the energy principle. First, basic information of underground project construction is investigated on site, including rock properties, regional ground stress, excavation method, surface area and length around the excavation area, and rock samples are randomly collected in and around the excavation area. Secondly, indoor experiments and theoretical calculations are used to determine the elastic strain energy of the rock, the damage dissipation energy per unit volume when damage occurs to rock containing cracks, and the elastic strain energy accumulated due to excavation. Then, the dissipated energy of the expansion of cracks inside the rock mass near the excavation area is determined. Finally, the energy driving the destruction of the surrounding rock during the excavation process is determined and the deformation of the surrounding rock is calculated, thereby achieving accurate prediction of the deformation of the surrounding rock of underground projects.

[0036] Example 1

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

[0038] like Figure 1 As shown in FIG, 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 (i = top, bottom, left side, right side) and excavation length L, excavation area volume V, and use a drilling rig to randomly take rock samples every bm (5-10m) of horizontal distance in the underground engineering excavation area (range A), and randomly take c (10-50) rocks within 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 within the nuclear underground engineering excavation area 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] Where U' Ei (i = top, bottom, left side, right side) is the elastic strain energy density of rock at different positions around the excavation area; σ1, σ2, σ3 are the maximum, intermediate and minimum principal stresses respectively; are the average Poisson's ratios of rocks at different locations around the excavation area; 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, laboratory tests were conducted to restore the original rock stress state before excavation and obtain the true rock distribution, thereby determining 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 U' when the rock with cracks 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) cracks were prepared using 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 rock unit volume damage dissipation energy 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] Where U' Di (i = top, bottom, left side, right side) is the energy dissipated per unit volume during the development and expansion of internal cracks in the rock at different locations around the excavation area; n is the number of internal cracks in 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 Dissipated energy U associated with 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 elastic strain energy U of the rock within the influence range of the excavation area is calculated. Ei , the expression is as follows:

[0058]

[0059] Step 3.2) Determine the dissipated energy U for the development of rock cracks 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 rock crack expansion development within 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 due to crack expansion and development within the rock at different locations 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-section 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 deformation and failure of the surrounding rock 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; a part of it is transferred to the interior of the rock mass and acts together with the elastic strain energy to drive the surrounding rock deformation energy U Bi 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 respectively 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 is determined by the empirical value 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 surrounding rock deformation of underground engineering

[0072] According to the relative relationship between the layout direction of the underground project and the ground stress direction, the magnitude of the force on the top, bottom, left side and right side of the excavation area is 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 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] Where 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 following examples illustrate the specific implementation process of this embodiment:

[0078] Step 1: On-site research

[0079] On-site investigation of an underground project shows that the rock type is sandy slate. According to the ground stress test results, the maximum principal stress σ1 = 6.68 MPa, the intermediate principal stress σ2 = 5.25 MPa, and the minimum principal stress σ3 = 4.82 MPa. The full-section excavation method is used. The top surface area of ​​the excavation area 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 (range A), 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 (range B).

[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 positions 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, laboratory tests were conducted to obtain the average elastic modulus of the regional rock mass. Average Poisson's ratio of rock mass in the excavation area The concentration coefficient 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 state 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 accumulated due to excavation U T :

[0086]

[0087] Step 2.3) Determine the damage dissipation energy per unit volume when the rock with cracks is damaged U 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 using similar simulation criteria. The energy dissipation U of the rock during the development and expansion of the cracks during the 1.8 J energy input was obtained through the experiment.Di , using data fitting processing, the number of rock cracks n and the rock unit volume damage dissipation energy 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 for the development of rock cracks around the excavation area Di

[0095] The number of cracks within 5 times the excavation area was obtained by using geological scanners 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 crack expansion and development in the rock 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-section 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%, combining the data from 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 surrounding rock deformation of underground engineering

[0105] According to the relative relationship between the layout direction of the underground project and the direction of the ground stress, the magnitude of the forces on the top, bottom, left side and right side 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 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 positions, and its expression is:

[0108] Fi=σiSi

[0109] Where 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 stress distribution conditions, rock properties, excavation methods and differences in different locations 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] Example 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 module for determining elastic strain energy, dissipated energy, and elastic strain energy accumulated due to excavation is configured to: determine the elastic strain energy of the rock mass surrounding the excavation area, the dissipated energy due to crack expansion, and the elastic strain energy accumulated due to excavation based on basic information about underground engineering construction;

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

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

[0118] Example 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 in underground engineering based on energy principles as described in Example 1 of the present disclosure.

[0121] Example 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 in 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 Examples 2, 3, and 4 above correspond to those of Method Example 1. For detailed implementations, please refer to the relevant description of Example 1. The term "computer-readable storage medium" should be understood to mean a single medium or multiple media containing one or more instruction sets; it should also be understood to include any medium capable of storing, encoding, or carrying an instruction set for execution by a processor and causing the processor to perform any method of the present invention.

[0125] Those skilled in the art will appreciate that the modules or steps of the present invention described above can be implemented using a general-purpose computer device. Alternatively, they can be implemented using program code executable by a computing device, which can then be stored in a storage device and executed by the computing device. Alternatively, they can be fabricated into separate integrated circuit modules, or multiple modules or steps can be fabricated 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 embodiments 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 any creative work are still within the scope of protection of the present invention.

Claims

1. The method for predicting deformation of surrounding rock in underground engineering based on energy principle is characterized by: The following steps are involved: Obtain basic information on underground engineering construction; Based on basic information about underground engineering construction, determine the elastic strain energy of the rock mass around the excavation area, the dissipated energy due to crack expansion and development, and the elastic strain energy accumulated due to excavation; Based on 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, the deformation energy that drives the deformation of the surrounding rock during the excavation process is determined. The specific formula is: in, are the deformation energy of surrounding rock at different locations around the excavation area, and are the dissipated energy and elastic strain energy of crack expansion at different locations around the excavation area, i =top, bottom, left, right; U T is the elastic strain energy accumulated due to excavation; is the energy transfer coefficient at different locations around the excavation area, Σ =1; Based on the deformation energy that drives the deformation of the surrounding rock during excavation 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 and around the excavation area.

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. Combined with the surface area around the excavation area, the elastic strain energy of the rock within the influence range of the excavation area is calculated.

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 crack expansion and development in the rock mass around the excavation area. The specific process is as follows: Firstly, the damage dissipation energy per unit volume of rock when 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 for 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: The calculation formula of the surrounding rock deformation is: in, F i is the magnitude of the surface force at different locations, S’ i It 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.

6. The method for predicting deformation of surrounding rock in underground engineering projects based on energy principle according to claim 1, characterized in that: It is assumed that the underground engineering rock mass has accumulated a lot 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 that drives the expansion and development of cracks in the rock mass. A part of it is transferred to the rock mass and works together with the elastic strain energy to drive the deformation energy of the surrounding rock. exist.

7. 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 module for determining elastic strain energy, dissipated energy, and elastic strain energy accumulated due to excavation is configured to: determine the elastic strain energy of the rock mass surrounding the excavation area, the dissipated energy due to crack expansion, and the elastic strain energy accumulated due to excavation based on basic information about underground engineering construction; The deformation energy calculation module is configured to determine the deformation energy that drives the surrounding rock deformation during the excavation process based on 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. The specific formula is: in, are the deformation energy of surrounding rock at different locations around the excavation area, and are the dissipated energy and elastic strain energy of crack expansion at different locations around the excavation area, i =top, bottom, left, right; U T is the elastic strain energy accumulated due to excavation; is the energy transfer coefficient at different locations around the excavation area, Σ =1; The surrounding rock deformation calculation module is configured to predict the surrounding rock deformation at different locations in the excavation area based on the deformation energy that drives the surrounding rock deformation during the excavation process and the magnitude of the surface force at different parts of the excavation area.

8. 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 in underground engineering based on energy principle as described in any one of claims 1 to 6 are implemented.

9. An electronic device comprising 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 of the method for predicting deformation of surrounding rock in underground engineering based on energy principle as described in any one of claims 1 to 6 are implemented.

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