Deep underground engineering support scheme design method and system based on energy conservation

Abstract

The invention discloses a deep underground engineering supporting scheme design method and system based on energy conservation, and relates to the technical field of underground engineering supporting, and the method comprises the steps: calculating an equilibrium state energy value of a three-dimensional numerical model according to unit stress-strain information, and obtaining an initial energy value; dividing a simulated excavation interval, extracting parameter information of the simulated excavation interval, and calculating surrounding rock dissipated energy after excavation is finished; the surrounding rock dissipated energy of the underground cavern is obtained according to the initial energy value and the difference value of the surrounding rock dissipated energy after excavation is completed; an anchoring part pull-out test numerical model is established, and input energy provided by the anchoring part for the surrounding rock is obtained; based on the energy conservation principle, anchor part supporting parameters are obtained, and a supporting scheme is generated. By quantifying the matching relationship between the surrounding rock dissipated energy and the support input energy, accurate optimization of the support parameters is realized.

Description

Technical Field

[0001] This invention relates to the field of underground engineering support technology, and in particular to a design method and system for deep underground engineering support schemes based on energy conservation. Background Technology

[0002] After excavation and unloading of deep underground caverns, the surrounding rock changes from a triaxial stress state to a biaxial and uniaxial stress state, and the confining pressure decreases sharply. The yielding and failure of the excavated cavern surrounding rock exhibits mechanical characteristics of strain softening or strain hardening. Numerous experimental results show that the residual strength of the rock increases with increasing confining pressure, but this mechanical behavior is difficult to analyze theoretically using traditional Mohr-Coulomb or Hoek-Brown criteria. Therefore, it is urgent to analyze the mechanical behavior of deep rock mass excavation and unloading from a new perspective. The essence of deep rock mass excavation is a dynamic process that disrupts the original energy balance. Excavation and unloading lead to energy accumulation, while the surrounding rock dissipates energy through plastic deformation and fracturing. During this process, if the support system cannot provide sufficient energy compensation in a timely manner, the surrounding rock will become unstable and fail.

[0003] Currently, the design methods for surrounding rock support in deep underground engineering mainly rely on empirical analogy or strength theory. Empirical analogy determines support parameters (such as anchor spacing and lining thickness) through historical engineering cases. However, deep geological conditions are complex and variable (such as high ground stress and fault fracture zones), and historical data is insufficient to cover complex and nonlinear geological scenarios. Strength theory, based on elastic or elastoplastic models, simplifies the surrounding rock as a homogeneous continuous medium, neglecting the anisotropic and nonlinear strength variation characteristics of the surrounding rock. Traditional support design methods fail to accurately reflect the nonlinear changes in the mechanical properties of surrounding rock in deep underground engineering under high ground stress conditions and fail to fully consider the dominant role of surrounding rock energy evolution in its stability. Summary of the Invention

[0004] To address the shortcomings of existing technologies, the purpose of this invention is to provide a design method and system for deep underground engineering support schemes based on energy conservation. By quantifying the matching relationship between the dissipated energy of the surrounding rock and the input energy of the support, the support parameters can be precisely optimized.

[0005] To achieve the above objectives, the present invention is implemented through the following technical solution: In a first aspect, embodiments of the present invention provide a design method for support schemes in deep underground engineering based on energy conservation, including: Based on the stress-strain information of the unit cell, the energy value of the equilibrium state of the three-dimensional numerical model is calculated to obtain the initial energy value; The simulated excavation section is divided, the parameter information of the simulated excavation section is extracted, and the energy dissipation of the surrounding rock after the excavation is calculated; the energy dissipation of the surrounding rock of the underground cavern is obtained based on the difference between the initial energy value and the energy dissipation of the surrounding rock after the excavation. A numerical model for anchor pull-out test was established to obtain the input energy provided by the anchor to the surrounding rock; Based on the principle of energy conservation, the input energy is made equal to the energy dissipated by the surrounding rock of the underground cavern to obtain the anchor support parameters and generate a support scheme.

[0006] As a further implementation method, based on triaxial compression tests, the full stress-strain curve of the rock is obtained, and the critical strain values ​​and critical stress values ​​in three directions for the rock to enter the plastic failure range are calibrated.

[0007] As a further implementation method, a three-dimensional numerical calculation model is established based on engineering geological conditions, and boundary conditions are set to calculate the initial geostress.

[0008] As a further implementation, the initial energy value is expressed as: ; in, V i For unit volume, s x unit x Directional stress, s y unit y Directional stress, s z unit z Directional stress, e x unit x Directional strain, e y unit y Directional strain, e z unit z Directional strain.

[0009] As a further implementation method, according to different surrounding rock types, the excavation direction is divided into intervals at predetermined intervals. After excavation, the plastic failure depth of the surrounding rock in each interval is recorded, parameter information within each interval is extracted, and the energy dissipation of the surrounding rock after excavation is calculated. ; ; in, e For the strain of a single element, e c This is the critical strain value at which the rock enters plastic failure. s c For rock mass compressive strength, in c For unit volume strength, em This represents the residual plastic strain value of the rock. U’ e1 Energy for the rock hardening stage, U’ e2、 Energy for the elastic stage of rock, U’ e3 This refers to the energy required for the rock softening stage.

[0010] As a further implementation, the input energy is represented as: ; in, L Indicates the length of the anchor. E This indicates the elastic modulus of the anchor. s t This indicates the tensile strength of the anchor, 'a' represents the circumferential distance of the anchor, and 'b' represents the longitudinal distance of the anchor. N Indicates the prestress of the anchor. n Indicates the number of anchors.

[0011] As a further implementation, after obtaining the support scheme, it is determined whether the support scheme meets the surrounding rock stability control standard, so as to adjust the support scheme if it does not meet the standard.

[0012] Secondly, embodiments of the present invention also provide an energy-conserving deep underground engineering support scheme design system, comprising: The initial energy value calculation module is configured to calculate the energy value of the three-dimensional numerical model in equilibrium state based on the stress-strain information of the unit cell, and obtain the initial energy value. The surrounding rock dissipation energy calculation module is configured to: divide the simulated excavation interval, extract the parameter information of the simulated excavation interval, calculate the surrounding rock dissipation energy after excavation; and obtain the surrounding rock dissipation energy of the underground cavern based on the difference between the initial energy value and the surrounding rock dissipation energy after excavation. The input energy calculation module is configured to: establish a numerical model of the anchor pull-out test and obtain the input energy provided by the anchor to the surrounding rock. The support scheme generation module is configured to: based on the principle of energy conservation, make the input energy equal to the energy dissipated by the surrounding rock of the underground cavern, obtain the anchor support parameters, and generate the support scheme.

[0013] Thirdly, embodiments of the present invention also provide an electronic device, including a memory and a processor, and computer instructions stored in the memory and running on the processor, wherein the computer instructions, when run by the processor, complete the steps in the energy conservation-based deep underground engineering support scheme design method.

[0014] Fourthly, embodiments of the present invention also provide a computer-readable storage medium for storing computer instructions, which, when executed by a processor, complete the steps in the energy conservation-based deep underground engineering support scheme design method.

[0015] The beneficial effects of the present invention are as follows: (1) The present invention first calculates the initial energy value, and then calculates the energy dissipated by the surrounding rock after excavation; based on the difference between the initial energy value and the energy dissipated by the surrounding rock after excavation, the energy dissipated by the surrounding rock of the underground cavern is obtained; and based on the principle of energy conservation, the input energy is made equal to the energy dissipated by the surrounding rock of the underground cavern, the anchor support parameters are obtained, and the support scheme is generated. That is, by establishing a quantitative relationship between the energy dissipated by the surrounding rock and the support resistance, the precise design and dynamic optimization of the deep cavern support scheme are realized, providing a basis for the stability control of the surrounding rock under complex geological conditions.

[0016] (2) This invention calculates the energy dissipated by the surrounding rock and the input energy that the anchor bolts (cables) can provide through numerical simulation, and establishes a balance between the two. It can accurately determine the support parameters such as the length, spacing, and prestress of the anchor bolts (cables), avoid material waste caused by conservative design or safety hazards caused by insufficient design in traditional methods, and achieve a balance between the economy and safety of the support scheme. Attached Figure Description

[0017] The accompanying drawings, which form part of this invention, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an improper limitation of the invention.

[0018] Figure 1 This is a flowchart of the present invention according to one or more embodiments; Figure 2 This is a complete stress-strain curve of rock obtained from indoor tests according to one or more embodiments of the present invention; Figure 3(a) is a diagram of the initial energy field distribution before excavation according to one or more embodiments of the present invention; Figure 3(b) is an energy field distribution diagram after excavation according to one or more embodiments of the present invention; Figure 4 This is a numerical simulation diagram of the support design and support scheme obtained according to one or more embodiments of the present invention; Figure 5 This is a diagram showing the deformation trend of surrounding rock during on-site excavation according to one or more embodiments of the present invention. Detailed Implementation

[0019] It should be noted that the following detailed description is illustrative and intended to provide further explanation of the invention. Unless otherwise specified, all technical and scientific terms used in this invention have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0020] Terminology Explanation: Geostress inversion is usually based on the principles of mechanical equilibrium, rock mechanical properties, and related mathematical models and numerical methods. It uses information from multiple aspects such as geological structure, stratigraphic characteristics, and surface topography as constraints. By establishing geological and mechanical models of the target area, and using field measured data or numerical simulation results, the state of underground geostress is inferred.

[0021] Example 1: This embodiment provides a design method for support schemes in deep underground engineering based on energy conservation, including: Based on the stress-strain information of the unit cell, the energy value of the equilibrium state of the three-dimensional numerical model is calculated to obtain the initial energy value; The simulated excavation section is divided, the parameter information of the simulated excavation section is extracted, and the energy dissipation of the surrounding rock after the excavation is calculated; the energy dissipation of the surrounding rock of the underground cavern is obtained based on the difference between the initial energy value and the energy dissipation of the surrounding rock after the excavation. A numerical model for anchor pull-out test was established to obtain the input energy provided by the anchor to the surrounding rock; Based on the principle of energy conservation, the input energy is made equal to the energy dissipated by the surrounding rock of the underground cavern to obtain the anchor support parameters and generate a support scheme.

[0022] In this embodiment, the anchor is an anchor rod or an anchor cable.

[0023] Specifically, such as Figure 1 As shown, firstly, rock samples are collected at the construction site, and indoor tests are conducted to measure the main rock mechanical properties, obtain the full stress-strain curve of the rock, and calibrate the critical strain and critical stress values ​​for plastic failure of the rock. Secondly, engineering geological parameters are obtained through on-site investigation, a three-dimensional numerical calculation model is established, the initial energy and the energy of the surrounding rock after excavation of the underground cavern are determined, the energy dissipated by the surrounding rock during the excavation process is obtained, and the energy input required to maintain the stability of the surrounding rock is determined. Then, the input energy that the anchor bolts (cables) can provide is obtained through numerical simulation tests, and the anchor bolt (cable) support parameters that can maintain the stability of the surrounding rock are obtained through calculation, forming a preliminary support scheme. Finally, numerical simulation of the preliminary support scheme is carried out to determine whether the support scheme meets the requirements of surrounding rock deformation, and the stability of the surrounding rock is monitored on-site, and feedback adjustment is carried out to optimize the support design scheme.

[0024] Furthermore, this includes the following steps: Step 1: Obtain the mechanical properties of the surrounding rock in deep caverns.

[0025] Rock samples from the main geological strata were obtained in the engineering construction area through in-situ sampling. These samples were then processed to meet the requirements for laboratory testing. Triaxial compression tests were conducted to obtain... Figure 2 The rock stress-strain curve shown indicates the critical strain values ​​in three directions at which the rock enters the range of plastic failure. e cx , e cy , e cz Critical stress value e cx , e cy , e cz .

[0026] Step 2: Numerical calculation of energy dissipation in the surrounding rock of deep caverns.

[0027] Step 2.1: Obtain engineering geological conditions.

[0028] By investigating geological survey data and engineering design information of underground caverns, the main geological conditions of the construction area of ​​underground caverns are determined, including: on-site in-situ stress test results, lithological distribution, stratigraphic characteristics, structural characteristics and the information required for numerical modeling and calculation of underground cavern group size.

[0029] Step 2.2: Calculate and determine the initial energy of the deep surrounding rock. U e .

[0030] Based on actual engineering geological conditions (including stratigraphic structure and lithological conditions), a three-dimensional numerical simulation model was established using 3DEC / FLAC and other numerical simulation software. The bottom boundary of the model was a fixed boundary, the surrounding area was a displacement-constrained boundary, and the upper part was a free boundary. Initial geostress equilibrium calculations were performed under gravity conditions to ensure consistency between the numerically simulated geostress field and the measured geostress field. Geostress inversion technology was used to match the geostress field of the numerical model with the measured geostress field. This was achieved by extracting stress-strain information from unit cells and calculating the energy values ​​of the equilibrium state of the three-dimensional numerical model, with a focus on recording the initial energy values ​​within the influence range of the unexcavated area. U e The initial energy field distribution before excavation is shown in Figure 3(a).

[0031] Based on the actual engineering geological conditions, a three-dimensional numerical calculation model was established, and boundary conditions were set to calculate the initial geostress: (1) In equation (1), U e The initial energy value within the influence range of the unexcavated area.V i For unit volume, s x unit x Directional stress, s y unit y Directional stress, s z unit z Directional stress, e x unit x Directional strain, e y unit y Directional strain, e z unit z Directional strain.

[0032] Step 2.3: Calculate and determine the internal energy of the surrounding rock after excavation. U e ' .

[0033] Excavation simulations were conducted based on the excavation design plan. Referring to relevant industry standards such as the "Technical Specifications for Highway Tunnel Construction" and the "Technical Specifications for Railway Tunnel Engineering Construction," the corresponding excavation distances for different surrounding rock types were determined. After excavation, the plastic failure depth of the surrounding rock in each section was recorded. L i Within the defined interval, information such as stress, strain, and elastic modulus of the unit body is extracted, and the energy dissipation of the surrounding rock after excavation is calculated; the energy field distribution after excavation is shown in Figure 3(b).

[0034] Based on different classification methods for surrounding rock types, the area is divided into intervals every 2-5 meters along the excavation direction. (2) (3) In the above formula, e For the strain of a single element, e c This is the critical strain value at which the rock enters plastic failure. s c For rock mass compressive strength, in c For unit volume strength, e m This represents the residual plastic strain value of the rock. U’ e1 Energy for the rock hardening stage, U’ e2、 Energy for the elastic stage of rock, U’ e3This refers to the energy required for the rock softening stage.

[0035] Step 2.4: Calculate the energy dissipation of the surrounding rock during excavation U d .

[0036] By writing an energy dissipation program to traverse the numerical model elements, the energy dissipated during excavation of the surrounding rock is calculated. U d : (4) Step 3: Theoretical calculation of the energy resistance of the support structure.

[0037] A numerical model for anchor bolt (cable) pull-out tests was established. Pull-out tests were conducted on the anchor bolts (cables). By monitoring the energy changes of the anchor bolts (cables), the functional relationships between the anchor bolt (cable) spacing, length, elastic modulus, tensile strength, prestress, and energy released at fracture were obtained. In other words, the input energy that the anchor bolts (cables) can provide to the surrounding rock was determined. U z for: (5) In equation (5), L The length of the anchor bolt (cable) is in meters (m). E、s t , respectively, are the elastic modulus and tensile strength of the anchor bolt (cable), in MPa; a and b are the circumferential and longitudinal distances of the anchor bolt (cable), in meters; N For anchor bolt (cable) prestress, MPa; n The number of anchor bolts (cables).

[0038] Step 4: Determine the support design scheme for deep underground caverns.

[0039] According to the principle of energy conservation, the energy input to the support system must be consistent with the energy dissipated due to excavation and unloading. U z and U d When the values ​​are equal, the surrounding rock can maintain the initial energy field balance. Therefore, the anchor (cable) support parameters can be obtained by calculating and solving formula (5) through MATLAB programming.

[0040] in, L The value generally exceeds L 1. Length 0.3~0.5m, combined with the monitoring results obtained in step 2.3. L 1. Calculated; E、s t This can be obtained from the anchor bolt (cable) performance test report; the prestress value is generally in the range of 100~200kN; circumferential spacing a The radial spacing is typically 0.9~1.5m.b The typical depth is 0.9~1.5m.

[0041] By calculating and solving formula (2), various anchor (cable) spacing arrangements and prestressing combinations can be obtained.

[0042] This embodiment calculates the energy dissipated by the surrounding rock (Ua) through numerical simulation. d The input energy (U) that can be provided by anchor bolts (cables) and anchors (cables) Z By establishing a balance between the two, the support parameters such as the length, spacing, and prestress of the anchor bolts (cables) can be accurately determined, avoiding material waste caused by conservative design or safety hazards caused by insufficient design in traditional methods, and achieving a balance between the economy and safety of the support scheme.

[0043] Step 5: Numerical simulation and dynamic feedback from field monitoring.

[0044] Step 5.1: Numerical simulation monitoring.

[0045] Based on the underground cavern support design scheme obtained in step 3, such as Figure 4 As shown, numerical simulation of the support scheme is carried out. The stability of the surrounding rock is determined by monitoring the displacement and plastic zone of the surrounding rock in the cavern. If it is unstable, return to step 3 and obtain a new support design scheme by adjusting the number and length of the anchor bolts.

[0046] Step 5.2: On-site monitoring of the project.

[0047] At the construction site, embedded displacement monitoring gauges and acoustic monitoring technologies were deployed, such as... Figure 5 As shown, the displacement and damage zone changes of the underground cavern are monitored after the excavation is completed to determine whether they meet the requirements for the stability of the surrounding rock. If they do not meet the requirements, the support design scheme is adjusted.

[0048] This embodiment integrates rock mechanics testing, energy numerical calculation, and dynamic feedback. By establishing a quantitative relationship between the energy dissipated by the surrounding rock and the energy resistance of the support, it achieves precise design and dynamic optimization of deep cavern support schemes, providing a basis for the stability control of the surrounding rock under complex geological conditions.

[0049] Example 2: This embodiment is based on the method described in Embodiment 1 and includes the following steps: Step 1: Obtain the mechanical properties of the surrounding rock in deep caverns.

[0050] The proposed underground cavern project is located in the southwest. Site investigation revealed that the surrounding rock is primarily sandy slate. Rock samples were processed to meet the requirements for laboratory testing. Triaxial compression tests were conducted to obtain the complete stress-strain curve of the rock, and the critical strain values ​​in the three directions leading to plastic failure were determined. e cx0.02 e cy 0.03 e cz The critical stress value is 0.02. e cx 20MPa e cy 22MPa e cz 21 MPa z ,like Figure 2 As shown.

[0051] Step 2: Numerical calculation of energy dissipation in the surrounding rock of deep caverns.

[0052] Step 2.1: Obtain engineering geological conditions.

[0053] Based on the geological survey data and engineering design information of the underground cavern, the dimensions of the cavern (length × width × height) are determined to be 227.9m × 28.6m × 75.77m. There are 5 main faults intersecting the underground cavern. The lithology is mainly Class III1 surrounding rock. The maximum principal stress of the underground cavern group is σ1 = 5.68~11.30MPa, and the direction of the maximum principal stress is N44°W~N81°W.

[0054] Step 2.2: Calculate and determine the initial energy of the deep surrounding rock. U e .

[0055] Based on the actual engineering geological conditions of the underground cavern complex, a three-dimensional numerical model was established. The bottom boundary of the model was a fixed boundary, the surrounding area was a displacement-constrained boundary, and the upper part was a free boundary. Initial equilibrium calculations of in-situ stress were performed to match the numerically simulated in-situ stress field with the measured in-situ stress field. By extracting the stress-strain information of the unit cells and calculating the equilibrium energy value of the three-dimensional numerical model, the initial energy value within the influence range of the unexcavated area was recorded as a key focus. U e As shown in Figures 3(a) and 3(b).

[0056] (1) Step 2.3) Calculate and determine the internal energy of the surrounding rock after excavation. U e ' Excavation simulation was conducted based on the excavation design scheme. According to different surrounding rock types, the excavation direction was divided into intervals of 3m each. Statistical analysis revealed that the average plastic failure depth of Class III1 surrounding rock was 7.4m. Within the divided intervals, unit stress, strain, and elastic modulus information were extracted, and the system's surrounding rock energy was calculated and recorded after excavation. U e' .

[0057] (2) (3) Step 2.4: Calculate and determine the energy dissipation of the surrounding rock during excavation. U d .

[0058] By writing a program to traverse the numerical model elements, the energy dissipation of the excavated surrounding rock within a 3m range is calculated. U d It is 180 kJ.

[0059] (4) Step 3: Theoretical calculation of the energy resistance of the support structure.

[0060] A numerical model for anchor bolt (cable) pull-out tests was established. Pull-out tests were conducted on the anchor bolts (cables). By monitoring the energy changes of the anchor bolts (cables), the functional relationships between the anchor bolt (cable) spacing, length, elastic modulus, tensile strength, prestress, and energy released at fracture were obtained. In other words, the input energy that the anchor bolts (cables) can provide to the surrounding rock was determined. U z for: (5) In the formula, L The length of the anchor bolt (cable) is in meters (m). E、s t , respectively, are the elastic modulus and tensile strength of the anchor bolt (cable), in MPa; a and b are the circumferential and longitudinal distances of the anchor bolt (cable), in meters; N For anchor bolt (cable) prestress, MPa, e s The tensile failure strain of the anchor bolt. Cg This represents the area of ​​the anchor bolt interface.

[0061] Step 4: Determine the support design scheme for deep underground caverns.

[0062] According to the principle of energy conservation, the energy input to the support system must be consistent with the energy dissipated due to excavation and unloading. U z and U d When the values ​​are equal, the surrounding rock can remain stable. Therefore, the anchor bolt (cable) support parameters can be obtained by calculating and solving formula (5) through MATLAB programming.

[0063] in, L The value generally exceeds L 1. Length 0.3~0.5m, combined with the monitoring results obtained in step 2.3. L1. Calculations determine the value to be 8m; E、s t This can be obtained from the anchor bolt (cable) performance test report, with values ​​of 200 and 120 MPa respectively. The prestress value generally ranges from 100 to 200 kN, but 150 kN is used in this case; circumferential spacing. a The radial spacing is typically 0.9~1.5m. b The typical depth is 0.9~1.5m.

[0064] By calculating and solving formula (2), the arrangement of anchor bolt (cable) spacing and prestress combination method can be obtained.

[0065] Step 5: Numerical simulation and dynamic feedback from field monitoring.

[0066] Step 5.1: Numerical simulation monitoring.

[0067] Based on the underground cavern support design scheme obtained in the third step, numerical simulation of the support scheme is carried out. The stability of the surrounding rock is determined by monitoring the displacement and plastic zone of the cavern surrounding rock. If it is unstable, the support design scheme in step 3 is adjusted.

[0068] Step 5.2: On-site monitoring of the project.

[0069] At the construction site, embedded displacement monitoring gauges and acoustic monitoring technology are deployed to monitor the changes in displacement and damage zone after the underground cavern excavation is completed, and to determine whether it meets the requirements for the stability of the surrounding rock. If it does not meet the requirements, the support design scheme will be adjusted.

[0070] Example 3: This embodiment provides a design system for energy-conserving deep underground engineering support schemes, including: The initial energy value calculation module is configured to: calculate the initial geostress, match the geostress field of the numerical model with the measured geostress field based on geostress inversion technology; extract the stress-strain information of the unit cell, calculate the energy value of the equilibrium state of the three-dimensional numerical model, and obtain the initial energy value; The surrounding rock dissipation energy calculation module is configured to: divide the simulated excavation interval, extract the parameter information of the simulated excavation interval, calculate the surrounding rock dissipation energy after excavation; and obtain the surrounding rock dissipation energy of the underground cavern based on the difference between the initial energy value and the surrounding rock dissipation energy after excavation. The input energy calculation module is configured to: establish a numerical model of the anchor pull-out test and obtain the input energy provided by the anchor to the surrounding rock. The support scheme generation module is configured to: based on the principle of energy conservation, make the input energy equal to the energy dissipated by the surrounding rock of the underground cavern, obtain the anchor support parameters, and generate the support scheme.

[0071] Example 4: This embodiment provides an electronic device, including a memory and a processor, as well as computer instructions stored in the memory and running on the processor. When the computer instructions are executed by the processor, they complete the steps in the design method of deep underground engineering support scheme based on energy conservation described in Embodiment 1.

[0072] Example 5: This embodiment provides a computer-readable storage medium for storing computer instructions. When the computer instructions are executed by a processor, they complete the steps in the deep underground engineering support scheme design method based on energy conservation described in Embodiment 1.

[0073] The above description is merely a preferred embodiment of this application and is not intended to limit this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A design method for support schemes in deep underground engineering based on energy conservation, characterized in that, include: Based on the stress-strain information of the unit cell, the energy value of the equilibrium state of the three-dimensional numerical model is calculated to obtain the initial energy value; The simulated excavation section is divided, the parameter information of the simulated excavation section is extracted, and the energy dissipation of the surrounding rock after the excavation is calculated; the energy dissipation of the surrounding rock of the underground cavern is obtained based on the difference between the initial energy value and the energy dissipation of the surrounding rock after the excavation. A numerical model for anchor pull-out test was established to obtain the input energy provided by the anchor to the surrounding rock; Based on the principle of energy conservation, the input energy is made equal to the energy dissipated by the surrounding rock of the underground cavern to obtain the anchor support parameters and generate a support scheme.

2. The design method for deep underground engineering support scheme based on energy conservation according to claim 1, characterized in that, Based on triaxial compression tests, the full stress-strain curve of the rock was obtained, and the critical strain and critical stress values ​​in three directions were determined for the rock to enter the range of plastic failure.

3. The design method for deep underground engineering support schemes based on energy conservation according to claim 1, characterized in that, A three-dimensional numerical calculation model was established based on engineering geological conditions, and boundary conditions were set to calculate the initial geostress.

4. The design method for deep underground engineering support schemes based on energy conservation according to claim 1, characterized in that, The initial energy value is expressed as: ； in, V i For unit volume, σ x unit x Directional stress, σ y unit y Directional stress, σ z unit z Directional stress, ε x unit x Directional strain, ε y unit y Directional strain, ε z unit z Directional strain.

5. The design method for deep underground engineering support schemes based on energy conservation according to claim 4, characterized in that, According to different classification methods for surrounding rock types, the excavation direction is divided into intervals at predetermined intervals. After excavation, the plastic failure depth of the surrounding rock in each interval is recorded, parameter information within each interval is extracted, and the energy dissipation of the surrounding rock after excavation is calculated. ； ； in, ε For the strain of a single element, ε c This is the critical strain value at which the rock enters plastic failure. σ c For rock mass compressive strength, σ' c For unit volume strength, ε m This represents the residual plastic strain value of the rock. U’ e1 Energy for the rock hardening stage, U’ e2、 Energy for the elastic stage of rock, U’ e3 This refers to the energy required for the rock softening stage.

6. The design method for deep underground engineering support schemes based on energy conservation according to claim 1, characterized in that, The input energy is represented as: ； in, L Indicates the length of the anchor. E This indicates the elastic modulus of the anchor. σ t This indicates the tensile strength of the anchor, 'a' represents the circumferential distance of the anchor, and 'b' represents the longitudinal distance of the anchor. N Indicates the prestress of the anchor. n This indicates the number of anchors.

7. The design method for deep underground engineering support schemes based on energy conservation according to claim 1, characterized in that, After obtaining the support plan, it is determined whether the support plan meets the surrounding rock stability control standards, so as to adjust the support plan if it does not meet the standards.

8. A design system for support schemes in deep underground engineering based on energy conservation, characterized in that, include: The initial energy value calculation module is configured to calculate the energy value of the three-dimensional numerical model in equilibrium state based on the stress-strain information of the unit cell, and obtain the initial energy value. The surrounding rock dissipation energy calculation module is configured to: divide the simulated excavation interval, extract the parameter information of the simulated excavation interval, calculate the surrounding rock dissipation energy after excavation; and obtain the surrounding rock dissipation energy of the underground cavern based on the difference between the initial energy value and the surrounding rock dissipation energy after excavation. The input energy calculation module is configured to: establish a numerical model of the anchor pull-out test and obtain the input energy provided by the anchor to the surrounding rock. The support scheme generation module is configured to: based on the principle of energy conservation, make the input energy equal to the energy dissipated by the surrounding rock of the underground cavern, obtain the anchor support parameters, and generate the support scheme.

9. An electronic device, characterized in that, It includes a memory and a processor, as well as computer instructions stored in the memory and running on the processor, which, when executed by the processor, complete the steps in the design method for deep underground engineering support schemes based on energy conservation as described in any one of claims 1-7.

10. A computer-readable storage medium, characterized in that, Used to store computer instructions, which, when executed by a processor, complete the steps in the deep underground engineering support scheme design method based on energy conservation as described in any one of claims 1-7.

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