Underground engineering surrounding rock anchor injection support control effect with drilling quantitative evaluation method and system

Abstract

The present application relates to the technical field of underground engineering, in order to solve the problem that the traditional anchor injection support effect evaluation method cannot be quantified and the test cycle is long, provide a quantitative evaluation method and system for the control effect of anchor injection support of surrounding rock of underground engineering while drilling. The quantitative evaluation method for the control effect of anchor injection support of surrounding rock of underground engineering while drilling comprises obtaining the rock mass mechanical parameters before and after the anchor injection support of surrounding rock and the change curve thereof with the drilling depth, calculating the anchor injection support surrounding rock deformation control quantity, obtaining the equivalent improvement rate of rock mass mechanical parameters at the same drilling position, determining the effective reinforcement range of surrounding rock by measuring the range of the transverse reinforcement area perpendicular to the grouting drilling direction and the longitudinal reinforcement area along the grouting drilling direction, and calculating the anchor injection effect evaluation index according to the weighted sum of the anchor injection support surrounding rock deformation control quantity and the effective reinforcement range of surrounding rock, and quantitatively evaluating the anchor injection control effect. It can real-time and quantitatively evaluate the control effect of anchor injection support of surrounding rock.

Description

Technical Field

[0001] This invention relates to the field of underground engineering technology, and in particular to a method and system for quantitative evaluation of the control effect of anchor injection support in underground engineering surrounding rock during drilling. Background Technology

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

[0003] Under the combined effects of high ground stress and complex geological structures, the stability of surrounding rock in deep underground engineering projects significantly deteriorates, easily leading to disasters such as large deformation of the surrounding rock. Anchored grouting support is a key technical means to control fractured surrounding rock. By filling and cementing the fractured rock mass, it effectively improves the bearing capacity and structural integrity of the fractured rock mass. The basic basis for the design and optimization of anchored grouting support is the real-time acquisition of rock mass mechanical parameters and the quantitative evaluation of the support control effect.

[0004] Currently, it is difficult to quantitatively evaluate the control effect of rock anchoring after anchoring, leading to blindness and lag in the design and optimization of rock anchoring in underground engineering. Methods such as indoor mechanical testing, acoustic testing, and on-site rock monitoring are commonly used to analyze and evaluate changes in the mechanical properties and structural characteristics of rock anchored after anchoring. However, indoor mechanical testing has a long testing cycle, disturbs the original rock stress state, and is difficult to test the mechanical properties of fractured rock. Acoustic testing requires drilling of the surrounding rock, which is complex and makes quantitative evaluation of the mechanical properties of the rock after anchoring difficult. On-site rock monitoring requires the installation of numerous monitoring devices at the engineering site to monitor rock deformation and support stress over a long period, but the monitoring results are delayed and difficult to optimize the support design in real time.

[0005] Traditional methods for evaluating the effectiveness of anchored grouting support have drawbacks such as the inability to quantify the results and the long testing cycle. This makes it difficult to verify the rationality of the anchored grouting support design, which can lead to problems such as over-grouting or under-filling of the surrounding rock. This can result in engineering problems such as excessive grouting costs or poor surrounding rock control. Summary of the Invention

[0006] To address the aforementioned technical problems, this invention provides a method and system for quantitatively evaluating the control effect of surrounding rock anchoring and injection support in underground engineering during drilling, which can accurately and quantitatively evaluate the control effect of surrounding rock anchoring and injection support in real time.

[0007] To achieve the above objectives, the present invention adopts the following technical solution: The first aspect of the present invention provides a method for quantitative evaluation of the control effect of anchor injection support in underground engineering surrounding rock during drilling.

[0008] In one or more embodiments, a method for quantitatively evaluating the control effect of anchor-injection support in underground engineering surrounding rock is provided during drilling, including: Based on in-situ drilling tests before and after rock anchoring support, the rock mechanics parameters and their variation curves with drilling depth before and after rock anchoring support are obtained. Then, the deformation before and after rock anchoring support is obtained through rock numerical analysis, and the deformation control amount of rock anchoring support is calculated. Based on the rock mass mechanical parameters before and after surrounding rock anchoring and their variation curves with drilling depth, the equivalent improvement rate of rock mass mechanical parameters at the same borehole location was obtained. Based on the equivalent improvement rate of rock mass mechanical parameters at the same borehole location, the effective reinforcement range of surrounding rock anchoring is determined by measuring the range of the transverse reinforcement area perpendicular to the grouting borehole direction and the longitudinal reinforcement area along the grouting borehole direction. Based on the weighted sum of the deformation control amount of the surrounding rock supported by anchoring and the effective reinforcement range of the surrounding rock anchoring, the evaluation index of the surrounding rock anchoring effect is calculated and compared with the preset threshold range to quantitatively evaluate the control effect of the surrounding rock anchoring.

[0009] As one implementation method, based on in-situ drilling tests before and after rock anchoring support, drilling parameters are obtained before and after rock anchoring support. Based on the relationship between drilling parameters and drilling depth and the known relationship between drilling parameters and rock mass mechanical parameters, the rock mass mechanical parameters before and after rock anchoring support and their drilling depth variation curves are obtained.

[0010] As one implementation method, the rock mechanics parameters obtained during drilling before and after the surrounding rock anchoring support are used as basic geological data to establish a numerical model before and after the surrounding rock anchoring support, and to carry out numerical analysis of the surrounding rock deformation to obtain the deformation amount before and after the surrounding rock anchoring support.

[0011] As one implementation method, the transverse reinforcement zone is defined as: the area where the rock mass compressive strength improvement rate is greater than X% is the effective reinforcement zone for anchoring, and the distance from its edge to the grouting center is: ; in, L x This refers to the distance from the edge of the effective reinforcement zone to the center of the grouting. x=u , s , p These represent the top, sides, and bottom of the effective reinforcement zone of the anchoring injection, respectively. L max The distance from the grouting center in the test borehole where the equivalent strength improvement rate is greater than X%; L min The distance from the grouting center in a test borehole where the equivalent strength improvement rate is less than X%; and These represent the equivalent strength improvement rate of the test boreholes at the aforementioned locations.

[0012] As one implementation method, the longitudinal reinforcement region is defined as follows: the resistance to grout diffusion from the injection hole to the surrounding area is basically the same, and the longitudinal diffusion range of the grout is basically consistent with the transverse diffusion range; the effective reinforcement region is equivalent to a sphere, and the volume of the effective reinforcement region is calculated. V x for:

[0013] in, L x This refers to the distance from the edge of the effective reinforcement zone to the center of the grouting. x=u , s , p These represent the top, sides, and bottom of the effective reinforcement zone of the anchor injection, respectively.

[0014] As one implementation method, the rock mass mechanical parameters include: rock mass compressive strength, rock mass elastic modulus, rock mass cohesion, and rock mass internal friction angle.

[0015] As one implementation method, the formula for calculating the equivalent improvement rate of rock mass mechanical parameters is: The equivalent increase in rock mass compressive strength is: ; The equivalent increase in the elastic modulus of the rock mass is: ; The equivalent increase in rock mass cohesion is: ; The rate of increase in frictional efficiency within the rock mass is: ; in, l σ , l E , l c , l φ These represent the increases in rock mass compressive strength, elastic modulus, cohesion, and internal friction angle before and after anchoring support, respectively. s b , E b , c b , f b These represent the compressive strength, elastic modulus, cohesion, and internal friction angle of the rock mass before anchoring support, respectively. s a , E a , c a , f a These represent the rock mass compressive strength, elastic modulus, cohesion, and internal friction angle after anchoring and injection support, respectively.

[0016] As one implementation method, the control effect of surrounding rock anchoring is divided into the following four levels: Level I: The rock anchoring control effect is very good, EI>a; Level II: The rock anchoring control effect is relatively good, b <EI<a; Level III: The rock anchoring control effect is generally poor, c <EI<b; Grade IV: Poor control effect of surrounding rock anchoring, d <EI<c; Among them, EI is the evaluation index for the control of surrounding rock anchoring support; a, b, c, and d are obtained from field tests and experience, and a>b>c>d>0.

[0017] The second aspect of the present invention provides a quantitative evaluation system for the control effect of anchor injection support in underground engineering surrounding rock.

[0018] In one or more embodiments, a quantitative evaluation system for the control effect of underground engineering surrounding rock anchoring support during drilling includes: The in-situ test result analysis module is used to obtain the rock mechanics parameters and their variation curves with drilling depth before and after the anchoring support of the surrounding rock based on the in-situ test before and after the anchoring support. Then, the deformation amount of the surrounding rock before and after the anchoring support is obtained through the numerical analysis of the surrounding rock, and the deformation control amount of the surrounding rock under the anchoring support is calculated. The module for calculating the equivalent improvement rate of rock mass mechanical parameters is used to obtain the equivalent improvement rate of rock mass mechanical parameters at the same borehole location based on the rock mass mechanical parameters before and after surrounding rock anchoring and their variation curves with drilling depth. The module for determining the effective reinforcement range of surrounding rock anchoring is used to determine the effective reinforcement range of surrounding rock anchoring based on the equivalent improvement rate of rock mass mechanical parameters at the same borehole location by measuring the range of the transverse reinforcement area perpendicular to the grouting borehole direction and the longitudinal reinforcement area along the grouting borehole direction. The surrounding rock anchoring effect evaluation index comparison module is used to calculate the surrounding rock anchoring effect evaluation index based on the weighted sum of the deformation control amount of the anchored support surrounding rock and the effective reinforcement range of the surrounding rock anchoring, and compare it with the preset threshold range to quantitatively evaluate the surrounding rock anchoring control effect.

[0019] A third aspect of the present invention provides an electronic device.

[0020] An electronic device includes a memory, a processor, and a computer program stored in the memory and executable on the processor. When the processor executes the program, it implements the steps in the above-described method for quantitative evaluation of the control effect of underground engineering surrounding rock anchoring support during drilling.

[0021] Compared with the prior art, the beneficial effects of the present invention are: This invention calculates the equivalent improvement rate of rock mass mechanical parameters at the same borehole location based on the rock mass mechanical parameters before and after anchoring and grouting support and their variation curves with drilling depth. Then, by measuring the range of the transverse reinforcement area perpendicular to the grouting borehole direction and the longitudinal reinforcement area along the grouting borehole direction, the effective reinforcement range of the surrounding rock is determined. Finally, by weighting the deformation control amount of the anchored support and the effective reinforcement range of the surrounding rock, an evaluation index for the anchoring effect is constructed. This achieves a quantitative and qualitative evaluation of the control effect of anchoring support, significantly impacting the optimization of anchoring support design. It improves the economic benefits of the project while ensuring safety and effectively solves the drawback of relying heavily on engineering experience. Attached Figure Description

[0022] 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.

[0023] Figure 1 This is a schematic diagram of the method for quantitatively evaluating the control effect of underground engineering surrounding rock anchoring and injection support in an embodiment of the present invention. Figure 2 This is a schematic diagram of the setup for pre-anchoring drilling testing of the intelligent anchor drilling rig according to an embodiment of the present invention; Figure 3 This is a schematic diagram of the drilling test setup after anchoring of the intelligent anchor drilling rig according to an embodiment of the present invention; Figure 4 This is a schematic diagram of the borehole layout for the grouting diffusion range test in an embodiment of the present invention.

[0024] In the diagram: 1. Intelligent anchor drilling rig; 2. Anchor injection hole; 3. Anchor injection support reinforcement area; 4. Anchor injection support effect test hole. Detailed Implementation

[0025] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0026] It should be noted that the following detailed description is illustrative and intended to provide further explanation of the invention. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0027] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of exemplary embodiments according to the invention. As used herein, the singular form is intended to include the plural form as well, unless the context clearly indicates otherwise. Furthermore, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they indicate the presence of features, steps, operations, devices, components, and / or combinations thereof.

[0028] Figure 1 A schematic diagram of the principle of the method for quantitatively evaluating the control effect of underground engineering surrounding rock anchoring support during drilling, according to an embodiment of the present invention, is provided. Figure 1 The method for quantitatively evaluating the control effect of underground engineering surrounding rock anchoring support in this embodiment may include the following steps: Step 1: Based on in-situ drilling tests before and after rock anchoring and injection support, obtain the rock mass mechanical parameters and their variation curves with drilling depth before and after rock anchoring and injection support. Then, obtain the deformation amount of rock anchoring and injection support before and after rock anchoring and injection support through numerical analysis of the surrounding rock, and calculate the deformation control amount of the surrounding rock for anchoring and injection support.

[0029] In step 1, based on in-situ drilling tests before and after rock anchoring support, drilling parameters are obtained before and after rock anchoring support. Based on the relationship between drilling parameters and drilling depth and the known relationship between drilling parameters and rock mechanics parameters, the rock mechanics parameters before and after rock anchoring support and their drilling depth variation curves are obtained.

[0030] Specifically, an intelligent probe drilling rig is used to conduct in-situ tests of the surrounding rock while drilling. During the test, the drilling speed V and the drill bit speed N are controlled, the drilling pressure F and the drilling torque M are monitored, and the curves of the above parameters changing with the drilling depth are generated in real time.

[0031] according to Figure 2-Figure 4 As shown, an intelligent probe-anchor drilling rig 1 was used to drill grouting anchor holes 2 in the surrounding rock to obtain the anchored support reinforcement area 3. After the surrounding rock anchoring support was completed, and the grout initially set, in-situ testing was conducted around the grouting holes using the intelligent probe-anchor drilling rig 1 to obtain the rock mass mechanical parameters after anchoring and their variation curves with drilling depth. Numerical analysis of the surrounding rock after anchoring support was carried out to obtain the deformation of the surrounding rock after anchoring.

[0032] The structure of the intelligent probe and anchor drilling rig 1 here is an existing structure, and will not be described in detail here.

[0033] The drilling rig analysis system incorporates relevant algorithms, including a rock cutting energy calculation model that integrates four types of drilling parameters, and a rock compressive strength and elastic modulus calculation model.

[0034] The forces acting on the cutting edge during rotary drilling are as follows: (1) The force applied by the drilling rig to break the rock T The forces acting on all cutting edges of the drill bit T The resultant torque about the center of the drill bit is the drilling torque. M ; (2) Vertical drilling pressure applied by the drilling rig F ; (3) The cutting edge of the drill bit is subjected to the resistance of the rock in front of it. F c; (4) Friction force between the cutting edge and the rock at the bottom of the hole F f ; (5) Support force of the rock at the bottom of the hole on the drill bit F N Its direction is perpendicular to the tangent of the cutting edge arc.

[0035] Furthermore, the PDC anchor drill bit radius used in this embodiment R The radius of the circular arc cutting edge is 14 mm. R 1 is 7.1 mm.

[0036] The total energy input by the drilling rig when drilling into the rock mass includes torque work. W M With drilling pressure work W F The total energy consumed during drilling includes the energy consumed in cutting and breaking the rock mass. U C Energy consumed by friction between the drill bit and the rock at the bottom of the hole U f Based on the principle of energy conservation, an energy analysis model is established: W M + W F = U C + U f ; Drilling torque M and drilling pressure F The work done is as follows: W M =2πNMt , W F = FVt ; in, W M Drilling torque M The work done, W F For drilling pressure F The work done, U C For cutting force F c For the energy consumed, U f Friction F f The energy consumed.

[0037] Specifically, the derivation yields... Uf for: ; In the formula, V , N , F , M These are drilling speed, drill bit speed, drilling pressure, and drilling torque, respectively. β It is the central angle corresponding to the arc of the cutting edge per unit depth of cut, expressed in radians. This is the arc length of the cutting edge in contact with the rock. ξ、ρ、Ψ The angle set in the drill bit geometry model is only related to the drilling speed and the drill bit rotation speed. α The cutting edge inclination angle of the drill bit is 15°. c The angle between the direction of the cutting force and the direction of the normal to the cutting edge is 12°. m The friction coefficient is taken as 0.21. R1 is the radius of the circular cutting edge; T is the force applied by the drilling rig to break the rock; t is the drilling time.

[0038] To simplify the calculation, let: ,get U f for:

[0039] Substituting into the equations of the law of conservation of energy, we have:

[0040] Define the minimum cutting energy for rock mass or e It refers to the minimum energy consumed in cutting and crushing a unit volume of rock mass, hereinafter referred to as cutting energy. or e Thus, the cutting energy calculation model is obtained as follows:

[0041] Specifically, a quantitative relationship model is established between the compressive strength of rock mass and its elastic modulus and cutting energy, yielding... The calculation model for the compressive strength of rock mass is as follows: ; The calculation model for the elastic modulus of rock mass is as follows: ; in, α 1. β 1. α 2. β 2 represents the linear fitting coefficients, which are mainly obtained from indoor drilling tests of rock masses.

[0042] In addition to compressive strength and elastic modulus, rock mass mechanical parameters also include cohesion and internal friction angle. c-f (Parameters). Embedded in the drilling rig analysis system. c-φ The parameter calculation model is mainly based on SVR Support vector regression analysis algorithm for surrounding rock c-φ Predicting parameters.

[0043] SVR Support Vector Regression, abbreviated as... SVR It is an extension of support vector machines in the mathematical problem of regression analysis, and it differs from traditional regression calculations. SVR Instead of minimizing the squared error between the predicted and true values, the goal is to find a fitting function such that most training data points fall within a non-sensitive region centered on that function. This is similar to confidence intervals in traditional regression calculations, but more precise. The specific implementation steps are as follows: Step 1: Data Preparation. The intelligent drilling rig is responsible for real-time monitoring of four types of drilling parameters and outputting data on the changes of these parameters with drilling depth. However, it is also necessary to remove abnormal data using the box-and-loop method and set the total amount of data according to requirements.

[0044] Specifically, a box plot is a statistical graph used to display the distribution of a set of data. It consists of five numerical points: the minimum, the first quartile (Q1), the median (Q2), the third quartile (Q3), and the maximum. The IQR (Interquartile Range) is defined as Q3 - Q1, which is the area within the box and should contain 50% of the data. Outliers are typically defined as values ​​less than Q1 - 1.5 × IQR or greater than Q3 + 1.5 × IQR, and should be removed.

[0045] Step two, data feature standardization. This refers to the process of converting data of different dimensions and ranges into data of the same scale. Because... SVR It is extremely sensitive to the scale of data features, so feature value standardization is required for the dataset after removing outliers.

[0046] In the quantitative evaluation method of the control effect of anchor injection support in underground engineering surrounding rock, the characteristic data involved is drill pressure. F Torque M Drilling speed V With rotational speed N The four types of drilling parameters differ significantly in magnitude and dimension. If the dimensions are directly removed and the raw data is used for training, the following situation will occur: due to the drilling pressure of the surrounding rock in the field... F It often doesn't break 100 km / h, but the RPM is... N However, it can reach hundreds or even thousands of revolutions per minute, so the model will consider the drilling speed to be high. V Drilling pressureF This is important. Therefore, data feature standardization is necessary.

[0047] Step 3: Create the model, train it, and tune its parameters for optimization. This includes the following three steps: 1. Create the basic model. The kernel uses... RBF The kernel establishes an evaluation mechanism and uses... MSE , R 2 Mathematical and statistical indicators are used to verify the error from multiple perspectives. Parameters such as penalty parameters, insensitivity parameters, and kernel function parameters are introduced.

[0048] Specifically, RBF The kernel refers to the Radial Basis Function, whose core function is to evaluate the similarity between different drilling parameters. RBF The kernel treats the four types of drilling parameters for each borehole as a feature vector. By calculating the distance between any two feature vectors, RBF The kernel can quantify their similarity: the closer they are, the higher the similarity.

[0049] 2. Parameter Tuning and Optimization. Since the model's automatic parameter adjustment cannot account for environmental factors, such as high noise levels in the acquired data, these noises may be excessively amplified in the model. This step aims to find the optimal parameter combination that meets actual conditions by setting reasonable value ranges for each parameter based on engineering experience.

[0050] The parameter tuning optimization employs a grid search combined with cross-validation method, involving three parameters: penalty parameter, insensitive parameter, and kernel function parameter. Each combination of these three parameters can be considered as a grid point. Therefore, by calculating all grid points and cross-validating them, the merits of each combination can be obtained, and the optimal combination can be selected.

[0051] Cross-validation in parameter tuning optimization refers to substituting other parameter combinations into the model trained with this combination and performing cross-validation.

[0052] 3. Based on the above two steps, obtain the optimal parameters and the optimal model.

[0053] Step four, model evaluation and validation. This includes the following three steps: 1. Based on the optimal parameters obtained in step 3, the final model is obtained and trained.

[0054] 2. Evaluate the final model after training is completed, using... MSE , R² The mathematical and statistical indicators are used for evaluation, and the difference rate analysis chart, residual chart, etc. are output to obtain a prediction model that can be applied to practice.

[0055] 3. Sensitivity analysis of the model is performed by adjusting the values ​​of the four types of drilling parameters. This helps in deciding which drilling parameters to include or exclude in special circumstances.

[0056] Step 5, Model Deployment and Practical Application. This includes the following two steps: 1. Deploy the predictive model into the smart drilling rig and access the multi-dimensional drilling parameter data monitored.

[0057] 2. Insert a supervision function into the prediction model and set an error threshold. If the prediction model error exceeds the error threshold under the new operating conditions, the training mechanism will be retried, and steps one through four will be repeated.

[0058] This invention utilizes a drilling-while-drilling (DWD) testing method to monitor DWD parameters. It obtains the equivalent compressive strength and elastic modulus of the rock mass through a constructed rock mass compressive strength calculation model and a rock mass elastic modulus calculation model. Furthermore, it uses the SVR support vector regression algorithm to predict cohesion and internal friction angle (c-φ parameter). Compared with traditional indoor tests for obtaining rock mass parameters, this invention avoids preparation steps such as core sampling and transportation, reduces testing time, and provides a timely data foundation for the optimized design of anchored support.

[0059] Using the rock mechanics parameters obtained during drilling before and after rock anchoring and injection support as basic geological data, a numerical model of rock anchoring and injection support before and after rock anchoring and injection support was established, and numerical analysis of rock deformation was carried out to obtain the deformation amount of rock anchoring and injection support before and after rock anchoring and injection support.

[0060] A numerical model of the surrounding rock before anchoring and injection support is established, and numerical analysis of the surrounding rock deformation is carried out to obtain the deformation amount of the surrounding rock. The key feature is that the numerical model of the surrounding rock before anchoring and injection support is obtained using relevant engineering numerical simulation software. The mechanical parameters of the surrounding rock obtained during drilling before and after anchoring and injection are input, and numerical analysis of the deformation of the surrounding rock before and after anchoring and injection is carried out to obtain the deformation control amount of the surrounding rock before and after anchoring and injection support. Δd .

[0061]

[0062] in, d b This represents the deformation of the surrounding rock before anchoring support. d a This represents the deformation of the surrounding rock after anchoring support. Δd This is the amount of deformation control for the surrounding rock in the anchoring support.

[0063] Step 2: Based on the rock mass mechanical parameters before and after the surrounding rock anchoring support and their variation curves with drilling depth, the equivalent improvement rate of rock mass mechanical parameters at the same borehole location is obtained.

[0064] Rock mass mechanics parameters include: rock mass compressive strength, rock mass elastic modulus, rock mass cohesion, and internal friction angle; the formula for calculating the equivalent improvement rate of rock mass mechanics parameters is: The equivalent increase in rock mass compressive strength is: ; The equivalent increase in the elastic modulus of the rock mass is: ; The equivalent increase in rock mass cohesion is: ; The rate of increase in frictional efficiency within the rock mass is: ; in, l σ , l E , l c , l φ These represent the increases in rock mass compressive strength, elastic modulus, cohesion, and internal friction angle before and after anchoring support, respectively. s b , E b , c b , f b These represent the compressive strength, elastic modulus, cohesion, and internal friction angle of the rock mass before anchoring support, respectively. s a , E a , c a , f a These represent the rock mass compressive strength, elastic modulus, cohesion, and internal friction angle after anchoring and injection support, respectively.

[0065] Step 3: Based on the equivalent improvement rate of rock mass mechanical parameters at the same borehole location, the effective reinforcement range of the surrounding rock anchoring is determined by measuring the range of the transverse reinforcement area perpendicular to the grouting borehole direction and the longitudinal reinforcement area along the grouting borehole direction.

[0066] The transverse reinforcement zone is defined as follows: the area where the rock mass compressive strength increase rate is greater than X% is the effective reinforcement zone for anchoring, and the distance from its edge to the grouting center is: ; in, L x This refers to the distance from the edge of the effective reinforcement zone to the center of the grouting. x=u , s , p These represent the top, sides, and bottom of the effective reinforcement zone of the anchoring injection, respectively. L maxThe distance from the grouting center in the test borehole where the equivalent strength improvement rate is greater than X%; L min The distance from the grouting center in a test borehole where the equivalent strength improvement rate is less than X%; and These represent the equivalent strength improvement rate of the test boreholes at the aforementioned locations. X It is mainly determined by a large number of on-site engineering rock deformation monitoring and mechanical parameter testing experiments.

[0067] The longitudinal reinforcement zone is defined as follows: the resistance to grout diffusion from the injection hole to the surrounding area is basically the same, and the longitudinal diffusion range of the grout is basically consistent with the transverse diffusion range; the effective reinforcement zone is equivalent to a sphere, and the volume of the effective reinforcement zone is calculated. V x for:

[0068] in, L x This refers to the distance from the edge of the effective reinforcement zone to the center of the grouting. x=u , s , p These represent the top, sides, and bottom of the effective reinforcement zone of the anchor injection, respectively.

[0069] Step 4: Calculate the evaluation index of the surrounding rock anchoring effect based on the weighted sum of the deformation control amount of the anchored support and the effective reinforcement range of the surrounding rock anchoring, and compare it with the preset threshold range to quantitatively evaluate the control effect of the surrounding rock anchoring.

[0070] The control effect of rock anchoring support is quantified based on rock mechanics parameters obtained from drilling tests, surrounding rock deformation results obtained from numerical simulations, and the volume of the effectively reinforced area. An evaluation index for surrounding rock anchoring support control is established based on the weighted analysis method. IE .

[0071]

[0072] in, A 1. A 2 is the weighting coefficient, the size of which is quantitatively allocated according to the deformation of the surrounding rock before and after anchoring and the size of the effective reinforcement area. A 1 and A The sum of 2 is 1.

[0073] Based on this, in one or more embodiments, the surrounding rock anchoring control effect can be divided into the following four levels: Level I: The rock mass is well controlled by the anchoring and injection system. Compared with the unsupported rock mass, the rock mechanical parameters are significantly improved, and the rock mass does not deform. IE >a ; Level II: The rock mass is well controlled by anchoring. Compared with the unsupported rock mass, the rock mechanics parameters are slightly improved, and the rock mass undergoes slight deformation. b <EI<a ; Level III: The rock mass anchoring control effect is average. Compared with the unanchored rock mass, the rock mass mechanical parameters do not show an increasing trend, and the rock mass undergoes moderate deformation. c <EI<b ; Level IV: The rock mass is poorly controlled by anchoring. Compared with the unsupported rock mass, the rock mechanics parameters are not improved, and the deformation of the rock mass is comparable to that before anchoring. d <EI<c ; in, a , b , c , d Primarily derived from field trials and experience, and a > b > c > d >0.

[0074] It should be noted that in other embodiments, the control effect of surrounding rock anchoring can also be divided into other numbers of levels, such as three or five, and the corresponding threshold range is obtained from field tests and experience.

[0075] Compared with the rough qualitative judgment based on deformation monitoring and experience in traditional testing methods, this invention proposes a calculation model for the effective reinforcement zone of anchoring, which can clearly characterize the effective reinforcement range of anchoring. At the same time, it uses numerical simulation to analyze the deformation control of surrounding rock and proposes evaluation indicators for the control of surrounding rock anchoring support, making the evaluation of the control effect of surrounding rock anchoring support more convincing.

[0076] In one or more embodiments, a quantitative evaluation system for the control effect of anchor injection support in underground engineering surrounding rock is also provided, which can be implemented in software. The quantitative evaluation system for the control effect of anchor injection support in underground engineering surrounding rock includes the following software modules: The in-situ test result analysis module is used to obtain the rock mechanics parameters and their variation curves with drilling depth before and after the anchoring support of the surrounding rock based on the in-situ test before and after the anchoring support. Then, the deformation amount of the surrounding rock before and after the anchoring support is obtained through the numerical analysis of the surrounding rock, and the deformation control amount of the surrounding rock under the anchoring support is calculated. The module for calculating the equivalent improvement rate of rock mass mechanical parameters is used to obtain the equivalent improvement rate of rock mass mechanical parameters at the same borehole location based on the rock mass mechanical parameters before and after surrounding rock anchoring and their variation curves with drilling depth. The module for determining the effective reinforcement range of surrounding rock anchoring is used to determine the effective reinforcement range of surrounding rock anchoring based on the equivalent improvement rate of rock mass mechanical parameters at the same borehole location by measuring the range of the transverse reinforcement area perpendicular to the grouting borehole direction and the longitudinal reinforcement area along the grouting borehole direction. The surrounding rock anchoring effect evaluation index comparison module is used to calculate the surrounding rock anchoring effect evaluation index based on the weighted sum of the deformation control amount of the anchored support surrounding rock and the effective reinforcement range of the surrounding rock anchoring, and compare it with the preset threshold range to quantitatively evaluate the surrounding rock anchoring control effect.

[0077] It should be noted that each module in the underground engineering surrounding rock anchoring support control effect quantitative evaluation system during drilling in this embodiment corresponds one-to-one with each step in the underground engineering surrounding rock anchoring support control effect quantitative evaluation method during drilling in the above embodiment, and their specific implementation process is the same, so it will not be repeated here.

[0078] The structure of the electronic device according to embodiments of the present invention will be described in detail below. The electronic device provided in embodiments of the present invention includes: at least one processor, a memory, a user interface, and at least one network interface. The various components in the underground engineering surrounding rock anchoring support control effect quantitative evaluation system are coupled together through a bus system. It can be understood that the bus system is used to realize the connection and communication between these components. In addition to a data bus, the bus system also includes a power bus, a control bus, and a status signal bus. The user interface may include a display, keyboard, mouse, trackball, click wheel, buttons, a touchpad, or a touch screen, etc.

[0079] It is understood that the memory can be volatile memory or non-volatile memory, or both. The memory in this embodiment of the invention is capable of storing data to support the operation of the terminal. Examples of this data include any computer programs used to operate on the terminal, such as operating systems and applications. The operating system includes various system programs, such as the framework layer, core library layer, driver layer, etc., used to implement various basic services and handle hardware-based tasks. Applications can include various applications.

[0080] In some embodiments, the quantitative evaluation system for the control effect of anchor injection support in underground engineering provided by this invention can be implemented using a combination of hardware and software. For example, the system can be a processor in the form of a hardware decoder, programmed to execute the quantitative evaluation method for the control effect of anchor injection support in underground engineering provided by this invention. For instance, the hardware decoder can employ one or more application-specific integrated circuits (ASICs), DSPs, programmable logic devices (PLDs), complex programmable logic devices (CPLDs), field-programmable gate arrays (FPGAs), or other electronic components.

[0081] As an example, a processor can be an integrated circuit chip with signal processing capabilities, such as a general-purpose processor, a digital signal processor (DSP), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc., where a general-purpose processor can be a microprocessor or any conventional processor, etc.

[0082] As an example of the hardware implementation of the underground engineering surrounding rock anchoring support control effect quantitative evaluation system provided in this embodiment of the invention, the device provided in this embodiment of the invention can be directly executed by a processor in the form of a hardware decoding processor. For example, it can be executed by one or more application specific integrated circuits (ASICs), DSPs, programmable logic devices (PLDs), complex programmable logic devices (CPLDs), field-programmable gate arrays (FPGAs), or other electronic components to implement the underground engineering surrounding rock anchoring support control effect quantitative evaluation method provided in this embodiment of the invention.

[0083] The memory in this embodiment of the invention is used to store various types of data to support the operation of the drilling-while-drilling quantitative evaluation system for the control effect of underground engineering surrounding rock anchoring support, or to store data for execution. Figure 1The program code for the method shown. Examples of this data include: any executable instructions for operation on a drilling-while-drilling quantitative evaluation system for the control effect of underground engineering surrounding rock anchoring support, such as executable instructions. The program for implementing the drilling-while-drilling quantitative evaluation method for the control effect of underground engineering surrounding rock anchoring support according to embodiments of the present invention can be included in the executable instructions.

[0084] Specifically, according to embodiments of this application, the processes described above with reference to the flowcharts can be implemented as computer software programs. For example, embodiments of this application include a computer program product comprising a computer program carried on a computer-readable medium, the computer program including functions for executing... Figure 1 The program code for the method shown. In such an embodiment, the computer program can be downloaded and installed from a network via a communication component, and / or installed from a removable medium. When the computer program is executed by the central processing unit, it performs the various functions defined in the apparatus of this application.

[0085] This invention is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of the invention. It will be understood that each block of the flowchart illustrations and / or block diagrams, as well as combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, generate instructions for implementing the flowchart. Figure one One or more processes and / or boxes Figure one A device that provides the functions specified in one or more boxes.

[0086] The above are merely preferred embodiments of the present invention and are not intended to limit the present invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for quantitatively evaluating the control effect of anchor-injection support in underground engineering surrounding rock during drilling, characterized in that, include: Based on in-situ drilling tests before and after rock anchoring support, the rock mechanics parameters and their variation curves with drilling depth before and after rock anchoring support are obtained. Then, the deformation before and after rock anchoring support is obtained through rock numerical analysis, and the deformation control amount of rock anchoring support is calculated. Based on the rock mass mechanical parameters before and after surrounding rock anchoring and their variation curves with drilling depth, the equivalent improvement rate of rock mass mechanical parameters at the same borehole location was obtained. Based on the equivalent improvement rate of rock mass mechanical parameters at the same borehole location, the effective reinforcement range of surrounding rock anchoring is determined by measuring the range of the transverse reinforcement area perpendicular to the grouting borehole direction and the longitudinal reinforcement area along the grouting borehole direction. Based on the weighted sum of the deformation control amount of the surrounding rock supported by anchoring and the effective reinforcement range of the surrounding rock anchoring, the evaluation index of the surrounding rock anchoring effect is calculated and compared with the preset threshold range to quantitatively evaluate the control effect of the surrounding rock anchoring.

2. The method for quantitatively evaluating the control effect of underground engineering surrounding rock anchoring support as described in claim 1, characterized in that, Based on in-situ drilling tests before and after rock anchoring support, drilling parameters were obtained before and after rock anchoring support. Based on the relationship between drilling parameters and drilling depth and the known relationship between drilling parameters and rock mechanics parameters, the rock mechanics parameters before and after rock anchoring support and their variation curves with drilling depth were obtained.

3. The method for quantitatively evaluating the control effect of underground engineering surrounding rock anchoring support as described in claim 1, characterized in that, Using the rock mechanics parameters obtained during drilling before and after rock anchoring and injection support as basic geological data, a numerical model of rock anchoring and injection support before and after rock anchoring and injection support was established, and numerical analysis of rock deformation was carried out to obtain the deformation amount of rock anchoring and injection support before and after rock anchoring and injection support.

4. The method for quantitatively evaluating the control effect of underground engineering surrounding rock anchoring support as described in claim 1, characterized in that, The transverse reinforcement zone is defined as follows: the area where the rock mass compressive strength improvement rate is greater than X% is the effective reinforcement zone for anchoring, and the distance from its edge to the grouting center is: ； in, L x This refers to the distance from the edge of the effective reinforcement zone to the center of the grouting. x=u , s , p These represent the top, sides, and bottom of the effective reinforcement zone of the anchoring injection, respectively. L max The distance from the grouting center in the test borehole where the equivalent strength improvement rate is greater than X%; L min The distance from the grouting center in a test borehole where the equivalent strength improvement rate is less than X%; and These represent the equivalent strength improvement rate of the test boreholes at the aforementioned locations.

5. The method for quantitatively evaluating the control effect of underground engineering surrounding rock anchoring support as described in claim 1, characterized in that, The longitudinal reinforcement zone is defined as follows: the resistance to grout diffusion from the injection hole to the surrounding area is basically the same, and the longitudinal diffusion range of the grout is basically consistent with the transverse diffusion range; the effective reinforcement zone is equivalent to a sphere, and the volume of the effective reinforcement zone is calculated. V x for: in, L x This refers to the distance from the edge of the effective reinforcement zone to the center of the grouting. x=u , s , p These represent the top, sides, and bottom of the effective reinforcement zone of the anchor injection, respectively.

6. The method for quantitatively evaluating the control effect of underground engineering surrounding rock anchoring support as described in claim 1, characterized in that, The rock mass mechanical parameters include: rock mass compressive strength, rock mass elastic modulus, rock mass cohesion, and rock mass internal friction angle.

7. The method for quantitative evaluation of the control effect of underground engineering surrounding rock anchoring support as described in claim 6, characterized in that, The formula for calculating the equivalent improvement rate of rock mass mechanical parameters is as follows: The equivalent increase in rock mass compressive strength is: ; The equivalent increase in the elastic modulus of the rock mass is: ; The equivalent increase in rock mass cohesion is: ; The rate of increase in frictional efficiency within the rock mass is: ; in, λ σ , λ E , λ c , λ φ These represent the increases in rock mass compressive strength, elastic modulus, cohesion, and internal friction angle before and after anchoring support, respectively. σ b , E b , c b , φ b These represent the compressive strength, elastic modulus, cohesion, and internal friction angle of the rock mass before anchoring support, respectively. σ a , E a , c a , φ a These represent the rock mass compressive strength, elastic modulus, cohesion, and internal friction angle after anchoring and injection support, respectively.

8. The method for quantitatively evaluating the control effect of underground engineering surrounding rock anchoring support as described in claim 1, characterized in that, The control effect of surrounding rock anchoring is divided into the following four levels: Level I: The rock anchoring control effect is very good, EI>a; Level II: The rock anchoring control effect is relatively good, b <EI<a; Level III: The rock anchoring control effect is generally poor, c <EI<b; Grade IV: Poor control effect of surrounding rock anchoring, d <EI<c; Among them, EI is the evaluation index for the control of surrounding rock anchoring support; a, b, c, and d are obtained from field tests and experience, and a>b>c>d>0.

9. A quantitative evaluation system for the control effect of anchor injection support in underground engineering surrounding rock, characterized in that, The method for quantitative evaluation of the control effect of underground engineering surrounding rock anchoring support as described in any one of claims 1-8 includes: The in-situ test result analysis module is used to obtain the rock mechanics parameters and their variation curves with drilling depth before and after the anchoring support of the surrounding rock based on the in-situ test before and after the anchoring support. Then, the deformation amount of the surrounding rock before and after the anchoring support is obtained through the numerical analysis of the surrounding rock, and the deformation control amount of the surrounding rock under the anchoring support is calculated. The module for calculating the equivalent improvement rate of rock mass mechanical parameters is used to obtain the equivalent improvement rate of rock mass mechanical parameters at the same borehole location based on the rock mass mechanical parameters before and after surrounding rock anchoring and their variation curves with drilling depth. The module for determining the effective reinforcement range of surrounding rock anchoring is used to determine the effective reinforcement range of surrounding rock anchoring based on the equivalent improvement rate of rock mass mechanical parameters at the same borehole location by measuring the range of the transverse reinforcement area perpendicular to the grouting borehole direction and the longitudinal reinforcement area along the grouting borehole direction. The surrounding rock anchoring effect evaluation index comparison module is used to calculate the surrounding rock anchoring effect evaluation index based on the weighted sum of the deformation control amount of the anchored support surrounding rock and the effective reinforcement range of the surrounding rock anchoring, and compare it with the preset threshold range to quantitatively evaluate the surrounding rock anchoring control effect.

10. An electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the program, it implements the steps in the method for quantitative evaluation of the control effect of underground engineering surrounding rock anchoring support as described in any one of claims 1-8.

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