An aquifer grouting reconstruction method and equipment

Abstract

The application discloses a water-bearing layer grouting reconstruction method and equipment, relates to the technical field of grouting reconstruction, and comprises the following steps: constructing an engineering unit model of a water-bearing layer; collecting multi-source verification data before grouting and multi-source verification data after grouting for each engineering unit in the engineering unit model, evaluating grouting effect, and calculating comprehensive compliance parameters of the engineering unit; when the comprehensive compliance parameters of the engineering unit do not satisfy preset conditions, marking the engineering unit as a non-compliance section, and determining a non-compliance type; for the non-compliance section, determining reinforcement grouting control parameters based on candidate reinforcement hole priorities, attribute information of the non-compliance section and the non-compliance type, controlling grouting reconstruction equipment to adjust the state of the water-bearing layer, and then returning to the step of collecting multi-source verification data before grouting and multi-source verification data after grouting until the comprehensive compliance parameters of the engineering unit satisfy the preset conditions. The application improves the efficiency of water-bearing layer grouting reconstruction treatment.

Description

Technical Field

[0001] This application relates to the field of grouting modification technology, and in particular to a method and equipment for grouting modification of aquifers. Background Technology

[0002] In underground mining, tunnel excavation, and underground chamber construction, water inrush from the roof or surrounding rock aquifers poses a significant safety threat. Grouting is a common method used to modify aquifers and reinforce surrounding rock. Current grouting methods rely on data such as grout volume, grout pressure, water pressure tests, core sampling, and geophysical interpretation to assess effectiveness. However, each type of data has limitations: single-hole grout volume and single-point water pressure tests only reflect the local condition near the borehole and cannot reflect the spatial continuity of the target stratum; geophysical exploration has a wide coverage but its inversion interpretation is ambiguous, and its use alone can easily lead to misjudgments; core sampling can directly reveal the fracture filling state, but the sample coverage is limited and cannot independently guide the selection of reinforcement hole locations. Furthermore, existing intelligent grouting equipment only controls the grouting pump based on pressure and flow rate, controlling only the real-time operating parameters of the grouting process. In scenarios with numerous existing boreholes and complex target strata, the selection of reinforcement hole locations still relies on field experience, making it difficult to translate test results into stable control commands.

[0003] Regarding the comprehensive evaluation of grouting effects, one approach has established a comprehensive evaluation system based on the combined weighted TOPSIS-RSR method. This method improves the objectivity of the evaluation, but the indicators are mostly derived from construction process parameters, without coupling multi-source verification data before and after grouting, and without establishing a topological mapping relationship. Therefore, it cannot accurately locate substandard sections and cannot directly drive subsequent construction and equipment control. In terms of intelligent control of grouting equipment, existing intelligent grouting systems can achieve automatic slurry preparation and digital control of the grouting process. The control is based on real-time operating parameters such as grouting pressure, flow rate, and cumulative grouting volume. However, the control only stays at the level of construction condition feedback and does not combine multi-source geological verification data before and after grouting. It cannot transform the evaluation conclusions into differentiated reinforcement grouting control commands, nor does it solve the problem of usability discrimination and automatic sorting of candidate reinforcement holes. Summary of the Invention

[0004] The purpose of this application is to provide a method and equipment for aquifer grouting modification, which realizes a deterministic mapping from geological evaluation conclusions to control commands for grouting equipment, grouting pumps and segmented valve groups, thereby improving the efficiency of aquifer grouting modification and treatment.

[0005] To achieve the above objectives, this application provides the following solution: Firstly, this application provides a method for grouting modification of aquifers, including: Construct an engineering unit model of the aquifer; For each engineering unit in the engineering unit model, multi-source verification data before grouting and multi-source verification data after grouting are collected. Based on the multi-source verification data before and after grouting, the grouting effect is evaluated, and the comprehensive compliance parameters of the engineering unit are calculated. When the comprehensive compliance parameters of the engineering unit do not meet the preset conditions, the engineering unit is marked as a non-compliant section, and the non-compliant type is determined. For the substandard sections, reinforcement grouting control parameters are determined based on the priority of candidate reinforcement holes, the attribute information of the substandard sections, and the substandard type. Based on the aforementioned reinforcement grouting control parameters, the grouting modification equipment is controlled to adjust the state of the aquifer. Then, the process returns to the steps of collecting multi-source verification data before and after grouting until the comprehensive compliance parameters of the engineering unit meet the preset conditions.

[0006] Secondly, this application provides a computer device, including: a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the steps of the aquifer grouting modification method described in any one of the above.

[0007] According to the specific embodiments provided in this application, the following technical effects are disclosed: This application provides a method and equipment for aquifer grouting modification. By constructing an aquifer engineering unit model and calculating the comprehensive compliance parameters of the engineering unit based on multi-source verification data before and after grouting, it solves the problems of strong subjectivity and lack of quantitative standards in grouting effect evaluation, and realizes quantitative evaluation of grouting effect. By marking substandard sections and determining the type of substandard, it solves the problem of inaccurate positioning of defective areas, and realizes accurate identification of areas to be reinforced. By determining grouting control parameters based on the priority of reinforcement holes, automatically controlling the grouting equipment, and iteratively treating the aquifer, it solves the problems of reliance on human experience and lack of closed-loop management in reinforcement grouting, and realizes closed-loop iterative treatment of grouting modification, effectively improving the efficiency of aquifer grouting modification. Attached Figure Description

[0008] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0009] Figure 1 This is an application environment diagram of an aquifer grouting modification method according to an embodiment of this application.

[0010] Figure 2 This is a schematic flowchart of an aquifer grouting modification method provided in an embodiment of this application.

[0011] Figure 3 This is a schematic diagram of the physical veto optimization logic for candidate reinforcement holes provided in an embodiment of this application.

[0012] Figure 4 This is a schematic diagram showing the mapping relationship between non-compliant types and reinforcement grouting control parameters, provided for another embodiment of this application.

[0013] Figure 5 This is a schematic diagram illustrating the spatial relationship between the substandard section and the candidate reinforcement hole, provided in an embodiment of this application.

[0014] Figure 6 This is a detailed flowchart illustrating a method for grouting modification of an aquifer, provided for another embodiment of this application.

[0015] Figure 7 This is a schematic diagram of the structure of a computer device provided in an embodiment of this application. Detailed Implementation

[0016] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0017] To make the objectives, features and advantages of this application more apparent and understandable, the application will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0018] The aquifer grouting modification method provided in this application embodiment can be applied to, for example... Figure 1In the application environment shown, terminal 101 communicates with server 102 via a network. A data storage system can store the data that server 102 needs to process. The data storage system can be set up independently, integrated into server 102, or placed in the cloud or on another server. Terminal 101 can send multi-source verification data collected on-site, as well as stratum and borehole foundation data, to server 102. Upon receiving this data, server 102 evaluates the grouting effect for each engineering unit within the model, combining the multi-source verification data before and after grouting. It calculates the comprehensive compliance parameters for the engineering unit, identifies substandard sections and types, and further solves for reinforcement grouting control parameters by combining candidate reinforcement hole priority, section attributes, and substandard types. It then issues commands to control the grouting modification equipment to implement reinforcement grouting, cyclically evaluating and treating until the parameters meet the standards. Server 102 can feed back the obtained unit grouting evaluation results, reinforcement schemes, and treatment closed-loop information to terminal 101. In addition, in some embodiments, the entire calculation process of the aquifer grouting modification method can also be implemented by the server 102 or the terminal 101 separately. For example, the terminal 101 can directly perform calculation and analysis on the data of the aquifer treatment engineering unit to be processed, or the server 102 can retrieve historical geological data and previous grouting verification data from the data storage system for modeling and effect evaluation.

[0019] The terminal 101 can be, but is not limited to, various desktop computers, laptops, smartphones, tablets, and IoT devices. The server 102 can be implemented using a standalone server or a server cluster consisting of multiple servers, or it can be a cloud server.

[0020] In one exemplary embodiment, such as Figure 2 The diagram illustrates a flow chart of an aquifer grouting modification method. This method is executed by computer equipment, specifically by a terminal or server alone, or by both. In this embodiment, the method is applied to... Figure 1 Taking server 102 as an example, the explanation includes the following steps: Step 201: Construct an engineering unit model of the aquifer. Specifically, the area to be treated is divided into several engineering units, and the spatial coordinates, target layer thickness, design grouting diffusion radius, spacing between adjacent boreholes, and existing grouting hole trajectory data of each engineering unit are obtained.

[0021] Step 202: For each engineering unit in the engineering unit model, collect multi-source verification data before grouting and multi-source verification data after grouting. The multi-source verification data before grouting includes: rock mass quality indicators before grouting, permeability coefficient before grouting, unit water absorption before grouting, and geophysical response value before grouting; the multi-source verification data after grouting includes: rock mass quality indicators after grouting, first cumulative length after grouting, permeability coefficient after grouting, unit water absorption after grouting, and geophysical response value after grouting.

[0022] In one embodiment, the multi-source verification data includes core verification data, hydrological verification data, and geophysical verification data, and spatial correlation is established between the multi-source verification data and the corresponding engineering unit, target layer, and borehole trajectory.

[0023] In one specific embodiment, within the aquifer area of ​​the roof or surrounding rock to be treated, a three-dimensional engineering unit model is established based on geological borehole data, 3D geophysical exploration results, mining engineering plan, and existing grouting hole trajectory data. Each engineering unit records at least the spatial coordinates, target layer thickness, designed grouting diffusion radius, spacing between adjacent boreholes, existing borehole trajectory, target aquifer depth, and roof bedrock thickness. For each engineering unit, core verification data, hydrological verification data, and geophysical verification data are collected before and after grouting. Core verification data includes rock mass quality indicators, fracture filling state, core grouting length, and fracture cementation degree; hydrological verification data includes permeability coefficient, unit water absorption, and pressure test curve; geophysical verification data includes transient electromagnetic, direct current resistivity, seismic wave velocity, or other response values ​​that can characterize water-bearing anomalies and fracture development status. The multi-source verification data establishes a spatial correlation with the corresponding engineering unit, target layer, and borehole trajectory through a three-dimensional coordinate system, enabling subsequent evaluation and reinforcement control to be located in specific spatial sections.

[0024] Step 203: Based on the multi-source verification data before grouting and the multi-source verification data after grouting, evaluate the grouting effect and calculate the comprehensive compliance parameters of the engineering unit.

[0025] In one embodiment, the data processing unit calculates the comprehensive compliance parameters of the engineering unit based on multi-source verification data and the grouting effect evaluation model; the grouting effect evaluation model includes at least a rock mass filling integrity evaluation sub-model, a hydraulic retardation evaluation sub-model, and a geophysical response improvement evaluation sub-model.

[0026] Based on the multi-source verification data before grouting and the multi-source verification data after grouting, the grouting effect is evaluated, and the comprehensive compliance parameters of the engineering unit are calculated, including the following steps (30)-(39).

[0027] (30) Calculate the rock mass quality improvement component based on the rock mass quality index before grouting and the rock mass quality index after grouting.

[0028] Specifically, when the rock mass quality indicators before grouting season ; Rock mass quality indicators before grouting At that time, the rock mass quality improvement component Calculated using the following piecewise function: .

[0029] in, These are the rock mass quality indicators after grouting.

[0030] (31) Obtain the reference grout length.

[0031] (32) Calculate the improvement component of core grouting length based on the first cumulative length after grouting and the benchmark grouting length.

[0032] In a specific application, the improved core magma length component Calculated using the following piecewise function: .

[0033] in, This refers to the cumulative length of grout, cementation, or filling observed in the rock core after grouting, i.e., the first cumulative length after grouting. The reference grouting length; the reference grouting length Determine according to the following formula: .

[0034] in, For the target layer thickness, These are dynamic coefficients based on borehole staggered geometric constraints; the dynamic coefficients Determined according to the following piecewise function: .

[0035] in, The distance between adjacent boreholes. To design the grouting diffusion radius.

[0036] (33) Determine the amount of crack cementation or filling based on the multi-source verification data before grouting and the multi-source verification data after grouting.

[0037] (34) Calculate the rock mass filling integrity parameters based on the rock mass quality improvement component, the core grouting length improvement component, and the fracture cementation or filling component.

[0038] The calculation function for the rock mass infill integrity parameter is: .

[0039] in, For the improvement of rock mass quality, To improve the composition of the core magma length, For the cementation or filling of cracks, , , The preset weight constants are used, and they satisfy... .

[0040] (35) Calculate the permeability improvement component based on the permeability coefficient before grouting, the permeability coefficient after grouting, and the target permeability coefficient threshold.

[0041] (36) Calculate the improvement component of unit water absorption based on the unit water absorption before grouting, the unit water absorption after grouting, and the target unit water absorption threshold.

[0042] (37) Calculate the hydraulic resistance parameters based on the permeability coefficient improvement component and the unit water absorption improvement component, including: The permeability improvement component is expressed as: Permeability coefficient before grouting season ; when hour: .

[0043] in, The permeability coefficient after grouting The target permeability threshold; To improve the permeability coefficient component.

[0044] The improvement in unit water absorption is expressed as follows: Unit water absorption before grouting season .

[0045] when hour: .

[0046] in, This refers to the unit water absorption after grouting. The threshold for the target unit water absorption capacity; Improve the quantity per unit of water absorption.

[0047] The function for calculating the hydraulic resistance parameter is: .

[0048] in, These are hydraulic resistance parameters; , The preset weight constants are used, and they satisfy... .

[0049] (38) Calculate the geophysical response improvement parameters based on the geophysical response value before grouting, the geophysical response value after grouting, the preset geophysical improvement direction coefficient, and the geophysical target response value.

[0050] The calculation process for the geophysical response improvement parameters includes: When the geophysical response value increases, it indicates an improvement trend. .

[0051] When the geophysical response value is reduced as the direction of improvement .

[0052] If the geophysical response value before grouting already meets the target state Then let .

[0053] like The geophysical response improvement parameters are calculated according to the following piecewise function: .

[0054] in, This represents the geophysical response value before grouting. This represents the geophysical response value after grouting. The geophysical target response value; To improve the orientation coefficient of the pre-set geophysical exploration; Parameters for improving geophysical response.

[0055] (39) Calculate the comprehensive compliance parameters of the engineering unit based on the rock mass filling integrity parameters, the hydraulic retardation parameters, and the geophysical response improvement parameters, specifically including: .

[0056] Where, ω r ω h ω e Let be a preset weight constant determined based on governance objectives, and satisfy: ; Parameters for the integrity of rock mass infill; These are hydraulic resistance parameters; Parameters for improving geophysical response; These are the comprehensive compliance parameters for engineering units.

[0057] Specifically, when the primary goal of the governance is to block water flow, , , When the treatment objective is primarily to reinforce the surrounding rock, , , When the governance objective is primarily spatial anomaly identification, , , .

[0058] In another example, the rock mass infill integrity evaluation sub-model, the hydraulic retardation evaluation sub-model, and the geophysical response improvement evaluation sub-model are invoked respectively to calculate the rock mass infill integrity parameters of the engineering unit. Hydraulic resistance parameters And geophysical response improvement parameters Then, the comprehensive compliance parameters of the engineering unit are obtained through weighted coupling. : .

[0059] In grouting projects for roof aquifers where water blocking is the primary control objective, the preferred method is... , , In surrounding rock reinforcement projects, improving the quality of the surrounding rock is preferred. The weighting; in the hidden structure anomaly identification project, the preferred method is to improve... The weight.

[0060] In another embodiment, rock mass infill integrity parameters Improved component of rock mass quality Improvement component of core magma length and crack cementation or filling components Weighted determination: .

[0061] in, ; Rock mass quality indicators before grouting When the original rock is relatively intact, it indicates that the integrity of the original rock is already quite high. The value is directly assigned to 1 to avoid deductions due to core extraction disturbances.

[0062] Improved core magma length Based on the cumulative length of grout, cementation, or filling observed in the rock core after grouting. Compared with the reference grout length The ratio is determined. The benchmark is the slurry length. The grouting diffusion radius is dynamically determined based on the target layer thickness, borehole spacing, and design grouting diffusion radius to adapt to the differences in diffusion overlap under different borehole network conditions.

[0063] In another example, hydraulic resistance parameters Improved component by permeability coefficient Improved component volume and unit water absorption Weighted determination: .

[0064] in, When the permeability coefficient before grouting It is no greater than the target penetration coefficient threshold. This indicates that the hydrological indicator had already met the treatment requirements before grouting, directly leading to... ;when At that time, the calculation was performed in segments based on the decrease in the permeability coefficient before and after grouting.

[0065] Similarly, the unit water absorption before grouting It is no greater than the target unit water absorption threshold. At that time, directly ordered ;when The calculation is performed in segments based on the decrease in unit water absorption before and after grouting. The unit water absorption can be expressed in L / (min·m·MPa).

[0066] In another application example, for geophysical response indicators such as resistivity, wave velocity, apparent resistivity anomaly area, and low resistivity anomaly amplitude, a geophysical improvement direction coefficient needs to be set according to the improvement direction of the geophysical indicator. When an increase in the indicator represents improved governance, then... When a decrease in an indicator represents improved governance, take... .

[0067] When the geophysical response value before grouting already meets the target state, directly set Otherwise, the geophysical response improvement parameters are calculated according to the piecewise function described above. This method avoids the reverse misjudgment caused by using absolute values; that is, when the geophysical response changes in a deteriorating direction, the geophysical response improvement parameters will not be incorrectly calculated as positive improvement values.

[0068] Step 204: When the comprehensive compliance parameters of the engineering unit do not meet the preset conditions, the engineering unit is marked as a non-compliant section, and the non-compliant type is determined.

[0069] Specifically, the comprehensive compliance parameters of the engineering unit are compared with a first preset compliance threshold; engineering units whose comprehensive compliance parameters are less than the first preset compliance threshold are identified as non-compliant sections, and the non-compliant type is output. The non-compliant type includes at least one of insufficient rock mass integrity, insufficient hydraulic obstruction, and residual geophysical anomalies.

[0070] The first preset compliance threshold is adaptively adjusted based on the engineering governance risk coefficient according to the following formula: .

[0071] in, The threshold for meeting the low-risk baseline is defined as follows, with a range of values: ; This is the risk correction magnitude, with a range of values. ; The risk coefficient for engineering governance; This is the first preset threshold for achieving the target.

[0072] The risk coefficient for engineering governance is calculated according to the following formula: .

[0073] in, This is the normalized aquifer inrush coefficient. This is the normalized result of the ratio of the height of the water-conducting fracture zone to the thickness of the bedrock above. , For the preset allocation coefficient and satisfy .

[0074] In another instance, the first preset threshold for achieving the target. Based on the engineering governance risk coefficient Perform adaptive correction: .

[0075] in, The threshold for meeting the low-risk benchmark is preferably set at 0.65; The risk correction value is preferably set to 0.10. The engineering governance risk coefficient is... From the normalized aquifer inrush coefficient Normalized results of the ratio of water-conducting fracture zone height to bedrock thickness Weighted determination: .

[0076] in, When the risk of sudden flooding is low, Approaching 0 Approaching the low-risk benchmark threshold; when the risk of water inrush is high and the height of the water-conducting fracture zone is close to or exceeds the thickness of the roof bedrock. Approaching 1, It is approaching the high-risk threshold.

[0077] As an example of parameter calibration, when , At that time, if and ,but Preferred ;like and ,but Preferred ;like and ,but Preferred The above values ​​are used to illustrate the continuous correction method for the compliance threshold under different risk levels. In actual engineering, the values ​​can be calibrated within the scope defined in the claims according to the mine water control design requirements and acceptance standards.

[0078] Step 205: For the substandard section, determine the reinforcement grouting control parameters based on the priority of candidate reinforcement holes, the attribute information of the substandard section, and the substandard type.

[0079] Specifically, for the substandard section, the attribute information of the substandard section includes: the thickness of the substandard section, the hydrological parameters of the target layer, and the designed grouting diffusion radius.

[0080] In one embodiment, the candidate reinforcement hole priority parameter Calculate using the following formula: .

[0081] in, For the first The sealing controllability parameters of each candidate reinforcement hole. , The preset weight constants are used, and they satisfy... ; The distance normalized component is calculated using the following piecewise function: .

[0082] in, For the first The three-dimensional spatial distance between each candidate reinforcement hole and the center point of the substandard section. The maximum three-dimensional spatial distance among the candidate reinforcing holes; The normalized length component of the hole segment is calculated using the following piecewise function: .

[0083] in, For the first The available hole length of each candidate reinforcement hole within the target layer. For the target layer thickness; when At that time, the candidate reinforcement hole was directly disabled and not included in the reinforcement grouting optimization.

[0084] Specifically, the containment controllability parameter Available state components of the packer Components of casing integrity and hole wall stability component Determined; when , , When any component takes the value of 0, let When all three components are greater than 0, the containment controllability parameter... Determine according to the following formula: .

[0085] in, According to the high-pressure airtightness test of the packer, the leakage rate is... Sure: .

[0086] According to the residual compressive strength of the orifice sleeve With ultimate grouting pressure The ratio is determined as follows: .

[0087] According to the proportion of the length affected by spalling or instability in the bare hole section to the length of the target bare hole section. Sure: .

[0088] For the substandard sections, based on the priority of candidate reinforcement holes, the attribute information of the substandard sections, and the substandard type, reinforcement grouting control parameters are determined, including: (51) For the substandard section, calculate the priority parameter of the candidate reinforcement hole based on the sealing controllability parameter of the candidate reinforcement hole, the three-dimensional spatial distance between the candidate reinforcement hole and the center point of the substandard section, the maximum three-dimensional spatial distance among the candidate reinforcement holes, the usable hole length of the candidate reinforcement hole in the target layer and the thickness of the target layer; when the candidate reinforcement hole does not have effective sealing conditions, the corresponding candidate reinforcement hole is directly determined to be unusable and its candidate reinforcement hole priority parameter is set to zero.

[0089] (52) Generate reinforcement grouting control parameters based on the candidate reinforcement hole priority parameters, the non-compliance type, the non-compliance section thickness, the target section hydrological parameters and the design grouting diffusion radius.

[0090] In one specific embodiment, to ensure the evaluation model can be stably implemented in different mining areas and under different governance objectives, this embodiment explains the physical sources of the main empirical parameters. For the comprehensive compliance parameters... In the weighting coefficients, when the treatment objective is primarily water-resistant and seepage-proof, the in-situ hydrological response most directly characterizes the water-blocking effect; therefore, the hydraulic impediment weighting is crucial. The value is set to 0.50; the improvement in core filling integrity and geophysical response is used to constrain local physical realism and spatial continuity, respectively. and The optimal value is 0.25 for each. When the remediation objective shifts to surrounding rock reinforcement or spatial anomaly identification, the value should be increased accordingly. or The weight.

[0091] For the dynamic coefficient of the benchmark grouting length When the spacing between adjacent boreholes No more than twice the design grouting diffusion radius At that time, the grout diffusion between holes has overlapping conditions, and the reference grout length ratio is preferably 0.10; when As the size increases, the risk of insufficient overlap between holes rises. Increase linearly; when When the value is not less than 3, the upper limit of the benchmark slurry length ratio is 0.20 to avoid excessively raising the evaluation standard due to sparse mesh.

[0092] For the controllability parameters of the enclosure The airtightness of the packer directly determines whether effective grouting pressure can be formed in the target section. Therefore, the packer can be used for state components. The weight of the grouting channel is 0.40; the integrity of the casing and the stability of the borehole wall in the bare section affect the pressure bearing capacity and construction accessibility of the grouting passage, respectively, and their weights are each 0.30. The air leakage rate of 5% and 15%, the ratio of residual compressive strength to ultimate grouting pressure, and the ratio of the length affected by bare hole spalling are all used as field-detectable grading indicators to convert the physical state inside the hole into a value of controllability of sealing.

[0093] In one application embodiment, such as Figure 3 As shown, candidate reinforcement holes are searched around the substandard section. These candidate reinforcement holes can be existing grouting holes, reserved reinforcement holes, or reusable inspection holes. For each candidate reinforcement hole, the system calculates its three-dimensional spatial distance from the center point of the substandard section, the usable hole length within the target layer, and the controllability parameters of the hole's sealing.

[0094] Candidate reinforcement hole priority parameters Adopt the following form: .

[0095] in, Represents the distance normalized component. This indicates the normalized component of the available hole segment length. This represents the controllability parameter of the enclosure. When... In this case, candidate reinforcement holes are directly disabled, even if they are spatially close, and are not included in the reinforcement grouting optimization. The packer controllability parameters are jointly determined by the packer high-pressure airtightness test, the casing residual compressive strength, and the borehole wall stability of the bare borehole section. This setting can avoid mistakenly selecting the closest but unsealed boreholes, or boreholes with a high risk of casing rupture or collapse, as reinforcement holes.

[0096] Step 206: Based on the reinforcement grouting control parameters, control the grouting modification equipment to adjust the state of the aquifer, and then return to the step of collecting multi-source verification data before grouting and multi-source verification data after grouting, until the comprehensive compliance parameters of the engineering unit meet the preset conditions.

[0097] Furthermore, based on the reinforcing grouting control parameters, the grouting modification equipment is controlled to adjust the state of the aquifer, including: The reinforcing grouting control parameters are converted into equipment execution instructions to grout the aquifer and change its state. The equipment execution instructions are used to: control the slurry preparation equipment to prepare slurry, control the grouting pump to operate, and control the section valve group to open, close, or switch the target grouting section.

[0098] The grouting pump executes commands to increase pressure, decrease pressure, stabilize pressure, or stop pumping.

[0099] In one embodiment, such as Figure 6 As shown, during the reinforcement grouting process, real-time data on grouting pressure, grouting flow rate, cumulative grouting volume, grout density, and valve group status are received. Feedback control is then implemented on the grouting pump and segmented valve groups based on real-time pressure growth rate, flow rate decay rate, cumulative grouting volume, or abnormal grout leakage criteria. After the reinforcement grouting is completed, multi-source verification data for the substandard sections are re-collected, and steps S3 to S8 are repeated until the comprehensive compliance parameters of the corresponding engineering unit meet P. u ≥T1, or reach the preset maximum number of reinforcements.

[0100] Based on the same inventive concept, this application also provides an embodiment of an aquifer grouting modification system as described above. The system includes: an industrial control cabinet, a real-time data processing unit, a multi-source verification data acquisition unit, a substandard section identification unit, a candidate reinforcement hole sorting unit, a reinforcement grouting parameter generation unit, grouting equipment, a grouting pump, segmented valve groups, and a verification unit.

[0101] The industrial control cabinet is equipped with a processor, a memory, a device communication interface, a real-time data acquisition interface, and a safety interlock module; the real-time data processing unit is deployed in the processor or an edge controller that is communicatively connected to the processor.

[0102] The multi-source verification data acquisition unit includes a core data input terminal, an in-situ pressure water test data interface, and a geophysical data interface. The multi-source verification data acquisition unit is connected to the real-time data processing unit through an engineering data bus or an industrial Ethernet to acquire multi-source verification data before and after grouting, and to establish spatial correlation between the data and engineering units, target layers, and borehole trajectories.

[0103] The real-time data processing unit is communicatively connected to the substandard section identification unit, the candidate reinforcement hole sorting unit, and the reinforcement grouting parameter generation unit, respectively; the substandard section identification unit is used to integrate the compliance parameters of the engineering unit. Compared with the first preset threshold The system compares and identifies substandard sections and their substandard types; the candidate reinforcement hole sorting unit calculates priority parameters, including physical veto power, based on the three-dimensional spatial distance of candidate reinforcement holes, the available hole length of the target layer, and the controllability of the hole sealing. The unit determines the location of reinforcing holes and the grouting layer; the reinforcing grouting parameter generation unit is used to generate differentiated reinforcing grouting control parameters based on the type of non-compliance and the location of reinforcing holes.

[0104] The pulping equipment, grouting pump, and segmented valve group are respectively connected to the communication interface of the equipment via industrial Ethernet, fieldbus, programmable logic controller I / O module, or relay output module, and are used to receive pulping, pressurization, depressurization, pressure stabilization, pump stop, and valve group switching control commands output by the real-time data processing unit.

[0105] The real-time data acquisition interface is connected to the pressure sensor, flow meter, slurry density detection device and valve position sensor respectively, and is used to transmit the real-time pressure, real-time flow, cumulative grouting volume, slurry density and valve group feedback status during the reinforcement grouting process to the real-time data processing unit.

[0106] The safety interlock module is connected to the grouting pump emergency stop circuit and the segmented valve group shut-off circuit. It is used to cut off the grouting pump output and shut down the corresponding grouting segment when there is a sudden drop in pressure and a sudden increase in flow, casing seal failure, or abnormal feedback from the valve group. In high-pressure containment grouting mode or high-pressure high-flow grouting mode, the safety interlock module dynamically sets the pressure drop criterion based on the current target grouting pressure, the pressure stabilization target value, and the preset duration to avoid false triggering during normal graded pressure increase or high-pressure stabilization.

[0107] The verification unit is connected to the multi-source verification data acquisition unit and the real-time data processing unit, and is used to trigger the re-acquisition of multi-source verification data and determine whether the corresponding engineering unit has reached the preset treatment standard after the reinforcement grouting is completed.

[0108] In another embodiment, the multi-source verification data acquisition unit is connected to the real-time data processing unit via an engineering data bus or industrial Ethernet; the pressure sensor, flow meter, slurry density detection device, and valve position sensor are connected to the industrial control cabinet via a real-time data acquisition interface; the slurry preparation equipment, grouting pump, and segmented valve group are connected to the industrial control cabinet via an equipment communication interface. The equipment communication interface can be an industrial Ethernet, fieldbus, programmable logic controller I / O module, or relay output module.

[0109] After receiving the candidate reinforcement hole sorting results and reinforcement grouting control parameters, the real-time data processing unit sends slurry mixing instructions to the slurry preparation equipment, pressure increase, pressure decrease, pressure stabilization, or pump stop instructions to the grouting pump, and target section opening / closing or flow channel switching instructions to the segmented valve groups via the equipment communication interface. When the real-time data acquisition interface detects a sudden pressure drop and a sudden flow increase, inconsistent valve position feedback, or a sealing failure, the safety interlock module cuts off the grouting pump output and closes the corresponding segmented valve group. In high-pressure containment grouting mode or high-pressure, high-flow grouting mode, the safety interlock module dynamically updates the pressure drop amplitude and duration criteria based on the current target grouting pressure and pressure stabilization target value, preventing normal pressure increase processes from being misjudged as abnormal grout leakage. This hardware connection topology ensures that the system claims not only reflect the functional unit division but also define the physical connection relationship between data acquisition, computational processing, and industrial execution.

[0110] In one specific embodiment, in actual engineering projects, core verification data, hydrological verification data, and geophysical verification data may exhibit local conflicts. For example, geophysical results may show that the low resistivity anomaly has weakened, but the pressure test in the inspection well still shows a high unit water absorption; or the core sample shows good fracture filling, but the geophysical profile still shows residual local anomalies. To address these situations, the system implements a deterministic evidence-dominant rule: using the core verification data from the inspection well closest to the center point of the substandard section and the in-situ hydrological verification data as the primary controlling evidence, and using the geophysical verification data as spatial extrapolation evidence. This rule balances the directness of in-situ data with the spatial continuity of geophysical data, reducing misjudgments caused by a single data source.

[0111] In another application embodiment, the reinforcement grouting parameter generation unit generates parameters based on the thickness of the substandard section, hydrological parameters, and priority parameters of candidate reinforcement holes. In addition to the treatment objectives, reinforcement grouting control parameters are generated. These parameters include the water-cement ratio of the grout, the grout mix ratio, the target grouting pressure, the graded pressure increase rate, the single-stage grouting volume, the pressure stabilization time, the grouting section length, and the valve group opening and closing sequence.

[0112] Different sets of physical control commands are mapped based on the type of non-compliance. The following is one implementation of a preset association mapping library. For example... Figure 4 As shown, the preset association mapping relationship library includes the following four typical mapping relationships: (1) When the non-compliance type is insufficient hydraulic resistance and the main control physical parameters are satisfied At this time, the system will switch the grout to cement-water glass two-component grout or quick-setting grout, and control the water-cement ratio at [value missing]. to Within the range, the final pressure will be controlled to the design limit pressure. to The pressure stabilization time is set to be no less than 20 minutes, and adjacent candidate hole segment valve groups are opened alternately to perform containment grouting.

[0113] (2) When the non-compliance type is insufficient hydraulic resistance and the main control physical parameters are satisfied At that time, the system adjusts the slurry to a thick slurry and controls the water-cement ratio at [value missing]. to Within the specified range, after reaching the target pressure, stabilize the pressure for 8 to 15 minutes and close the pressure relief channel to perform low-flow pressure-holding filling.

[0114] (3) When the non-compliance type is insufficient rock mass integrity and the main control physical parameters are satisfied and When the standard is met, the system uses fine-particle cement single-liquid slurry, controlling the water-cement ratio at [specific value]. to Within the specified range, the pressure stabilization range will be controlled to the standard target pressure. to And open the corresponding section valve group to perform grouting-stop-re-grouting cycle.

[0115] (4) When the non-compliance type is residual geophysical anomaly and the status of the main control physical parameters is satisfied If the standard is not met, the system maintains the current water-cement ratio, increases the single-section grouting volume by 10% to 30%, adopts a high-pressure, high-flow-rate grouting mode, and switches the segment valve group to the target layer corresponding to the abnormal residual area to perform reinforcement.

[0116] Under the aforementioned mapping control, the real-time data processing unit controls the slurry preparation equipment to prepare slurry according to the corresponding ratio, and controls the grouting pump to perform graded pressure increase, pressure stabilization, pressure decrease, or pump stop. When the pressure continues to rise and the flow rate continues to decrease, the system controls the grouting pump to enter the pressure stabilization state; when the pressure is lower than the target value and the cumulative grouting volume is insufficient, the system controls the grouting pump to perform graded pressure increase; when the pressure suddenly drops and the flow rate suddenly increases, it is determined that there is abnormal slurry leakage, and the system controls the segmented valve group to close the current grouting section and generate a verification command. In the high-pressure containment grouting mode, the pressure drop criterion of the safety interlock module is dynamically set by the system based on the current pressure stabilization target value; the pressure drop criterion calculates the pressure drop amplitude and duration based on the pressure stabilization target value, thereby avoiding false triggering during normal graded pressure increase or high-pressure stabilization processes.

[0117] In one embodiment, taking the precision grouting treatment project of the aquifer on the top of a working face as an example, the grouting construction lasted for about 3.5 months; in the two-stage effect evaluation and data comparison analysis, the third day after the completion of the main grouting stage was uniformly used as the evaluation benchmark date.

[0118] The system first reads the geological exploration profile, constructs a three-dimensional engineering unit model covering the edge of the target aquifer, and divides the target aquifer into several grid units. The system then imports the designed grouting diffusion radius, the spacing between adjacent boreholes, and the existing grouting hole trajectories into the database.

[0119] In the local engineering unit, the rock mass quality index before grouting is: The quality indicators of the rock mass after grouting are: In-situ water pressure test shows the local unit water absorption after grouting. The pressure drop (L / (min·m·MPa)) is greater than the preset target unit water absorption threshold. Although the local geophysical low-resistivity anomaly has significantly weakened, the system, based on the deterministic evidence-driven rule, uses the water pressure test results of the inspection borehole closest to the center point of the substandard section as the primary controlling evidence, and determines that the engineering unit is a section with insufficient hydraulic resistance.

[0120] The system then searches for candidate reinforcement holes in the vicinity of the substandard section. For example... Figure 5 As shown, the three-dimensional distance between candidate well M1 and the non-compliant center is small, but its bare section experiences local collapse, and the well wall stability component is zero, resulting in a decrease in the controllability parameter of the sealing. The selected hole was immediately disabled. Candidate hole M2 was slightly farther from the substandard center than M1, but its packer high-pressure airtightness test leakage rate was less than 5%, the residual compressive strength of the orifice casing met the ultimate grouting pressure requirements, and there was no collapse or stuck drill bit in the bare hole section. Therefore, its packer controllability parameters were high. The system calculated and output hole M2 as the priority reinforcement hole.

[0121] For substandard types due to insufficient hydraulic resistance, the reinforcement grouting parameter generation unit maps control parameters to grout concentration, pressure stabilization and maintenance, and segmented containment control commands. The real-time data processing unit controls the grout preparation equipment to adjust the grout ratio, controls the segmented valve group to open the flow channel corresponding to the target layer of hole M2, and controls the grouting pump to perform staged pressure increase and stabilization. After reinforcement grouting is completed, the system re-collects core, hydrological, and geophysical verification data, and recalculates the comprehensive compliance parameters of the engineering unit. When the verification results meet the requirements... If the project unit meets the preset treatment standard, it is determined that the project unit has met the preset treatment standard. If it does not meet the standard, the candidate reinforcement hole optimization and reinforcement grouting control steps are continued until the preset maximum number of reinforcements is reached or the treatment standard is met.

[0122] In one exemplary embodiment, a computer device is provided, which may be a server or a terminal, and its internal structure diagram may be as follows. Figure 7As shown, this computer device includes a processor, memory, input / output (I / O) interfaces, and a communication interface. The processor, memory, and I / O interfaces are connected via a system bus, and the communication interface is also connected to the system bus via the I / O interfaces. The processor provides computational and control capabilities. The memory includes non-volatile storage media and internal memory. The non-volatile storage media stores the operating system, computer programs, and a database. The internal memory provides the environment for the operating system and computer programs stored in the non-volatile storage media. The database receives multi-source verification data, formation and borehole foundation data. The I / O interfaces allow the processor to exchange information with external devices. The communication interface allows communication with external terminals via a network connection. When executed by the processor, the computer program implements an aquifer grouting modification method. The device communication interface is connected to the control bus of external slurry equipment, grouting pumps and segmented valve groups, and is used to output industrial control commands for slurry preparation, pressurization, depressurization, pressure stabilization, pump shutdown or valve group switching; the real-time data acquisition interface is connected to the pressure sensor, flow meter, slurry density detection device and valve position sensor on site, and is used to acquire the status parameters of the reinforcement grouting process in real time online.

[0123] Those skilled in the art will understand that Figure 7 The structure shown is merely a block diagram of a portion of the structure related to the present application and does not constitute a limitation on the computer device to which the present application is applied. Specific computer devices may include more or fewer components than those shown in the figure, or combine certain components, or have different component arrangements.

[0124] The databases involved in the embodiments provided in this application may include at least one type of relational database and non-relational database. Non-relational databases may include, but are not limited to, blockchain-based distributed databases. The processors involved in the embodiments provided in this application may be general-purpose processors, central processing units, graphics processing units, digital signal processors, programmable logic devices, quantum computing-based data processing logic devices, etc., and are not limited to these.

[0125] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0126] This document uses specific examples to illustrate the principles and implementation methods of this application. The descriptions of the above embodiments are only for the purpose of helping to understand the methods and core ideas of this application. Furthermore, those skilled in the art will recognize that, based on the ideas of this application, there will be changes in the specific implementation methods and application scope. Therefore, the content of this specification should not be construed as a limitation of this application.

Claims

1. A method for grouting modification of an aquifer, characterized in that, The method includes: Construct an engineering unit model of the aquifer; For each engineering unit in the engineering unit model, multi-source verification data before grouting and multi-source verification data after grouting are collected. Based on the multi-source verification data before and after grouting, the grouting effect is evaluated, and the comprehensive compliance parameters of the engineering unit are calculated. When the comprehensive compliance parameters of the engineering unit do not meet the preset conditions, the engineering unit is marked as a non-compliant section, and the non-compliant type is determined. For the substandard sections, reinforcement grouting control parameters are determined based on the priority of candidate reinforcement holes, the attribute information of the substandard sections, and the substandard type. Based on the aforementioned reinforcement grouting control parameters, the grouting modification equipment is controlled to adjust the state of the aquifer. Then, the process returns to the steps of collecting multi-source verification data before and after grouting until the comprehensive compliance parameters of the engineering unit meet the preset conditions.

2. The aquifer grouting modification method according to claim 1, characterized in that, The pre-grouting multi-source verification data includes: pre-grouting rock mass quality indicators, pre-grouting permeability coefficient, pre-grouting unit water absorption, and pre-grouting geophysical response value; the post-grouting multi-source verification data includes: post-grouting rock mass quality indicators, post-grouting first cumulative length, post-grouting permeability coefficient, post-grouting unit water absorption, and post-grouting geophysical response value. Based on the pre-grouting multi-source verification data and the post-grouting multi-source verification data, the grouting effect is evaluated, and the comprehensive compliance parameters of the engineering unit are calculated, including: Calculate the rock mass quality improvement component based on the rock mass quality indicators before grouting and the rock mass quality indicators after grouting; Obtain the reference grouting length; The improvement component of the core grouting length is calculated based on the first cumulative length after grouting and the benchmark grouting length. Based on the multi-source verification data before grouting and the multi-source verification data after grouting, determine the component of crack cementation or filling. Based on the rock mass quality improvement component, the core grouting length improvement component, and the fracture cementation or filling component, calculate the rock mass filling integrity parameters; The permeability improvement component is calculated based on the permeability coefficient before grouting, the permeability coefficient after grouting, and the target permeability coefficient threshold. Based on the unit water absorption before grouting, the unit water absorption after grouting, and the target unit water absorption threshold, calculate the unit water absorption improvement component; Calculate the hydraulic resistance parameters based on the permeability coefficient improvement component and the unit water absorption improvement component; Based on the geophysical response value before grouting, the geophysical response value after grouting, the preset geophysical improvement direction coefficient, and the geophysical target response value, calculate the geophysical response improvement parameters; Based on the rock mass filling integrity parameters, the hydraulic retardation parameters, and the geophysical response improvement parameters, the comprehensive compliance parameters of the engineering unit are calculated.

3. The aquifer grouting modification method according to claim 2, characterized in that, The calculation function for the rock mass infill integrity parameter is: ； in, For the improvement of rock mass quality, To improve the composition of the core magma length, For the cementation or filling of cracks, , , This is a preset weighting constant.

4. The aquifer grouting modification method according to claim 2, characterized in that, Based on the permeability coefficient improvement component and the unit water absorption improvement component, the hydraulic resistance parameters are calculated, including: The permeability improvement component is expressed as: Permeability coefficient before grouting season ; when hour: ； in, The permeability coefficient after grouting The target permeability threshold; To improve the permeability coefficient; The improvement in unit water absorption is expressed as follows: Unit water absorption before grouting season ; when hour: ； in, This refers to the unit water absorption after grouting. The threshold for the target unit water absorption capacity; Improve the weight per unit water absorption; The function for calculating the hydraulic resistance parameter is: ； in, These are hydraulic resistance parameters. , This is a preset weighting constant.

5. The aquifer grouting modification method according to claim 2, characterized in that, The calculation process for the geophysical response improvement parameters includes: like This will improve the geophysical response parameters. ; like The geophysical response improvement parameters are calculated according to the following piecewise function: ； in, This represents the geophysical response value before grouting. This represents the geophysical response value after grouting. The geophysical target response value; To improve the orientation coefficient of the pre-set geophysical exploration; Parameters for improving geophysical response.

6. The aquifer grouting modification method according to claim 2, characterized in that, Based on the rock mass infill integrity parameters, the hydraulic retardation parameters, and the geophysical response improvement parameters, the comprehensive compliance parameters for the engineering unit are calculated, specifically including: ； Where, ω r ω h ω e These are preset weight constants determined based on governance objectives; Parameters for the integrity of rock mass infill; These are hydraulic resistance parameters; Parameters for improving geophysical response; These are the comprehensive compliance parameters for engineering units.

7. The aquifer grouting modification method according to claim 1, characterized in that, When the comprehensive compliance parameters of the engineering unit do not meet the preset conditions, the engineering unit is marked as a non-compliant section, and the non-compliant type is determined, specifically including: The comprehensive compliance parameters of the engineering unit are compared with the first preset compliance threshold. Engineering units whose comprehensive compliance parameters are less than the first preset compliance threshold are identified as non-compliant sections, and the non-compliant type is output. The first preset compliance threshold is adaptively adjusted based on the engineering governance risk coefficient according to the following formula: ； in, The threshold for meeting the low-risk benchmark; This is the risk correction range; The risk coefficient for engineering governance; The first preset threshold for achieving the target; The risk coefficient for engineering governance is calculated according to the following formula: ； in, This is the normalized aquifer inrush coefficient. This is the normalized result of the ratio of the height of the water-conducting fracture zone to the thickness of the bedrock above. , The preset allocation coefficient.

8. The aquifer grouting modification method according to claim 1, characterized in that, For the substandard section, the attribute information of the substandard section includes: the thickness of the substandard section, the hydrological parameters of the target layer, and the design grouting diffusion radius; For the substandard sections, based on the priority of candidate reinforcement holes, the attribute information of the substandard sections, and the substandard type, reinforcement grouting control parameters are determined, including: For the substandard section, the priority parameter of the candidate reinforcement hole is calculated based on the sealing controllability parameter of the candidate reinforcement hole, the three-dimensional spatial distance between the candidate reinforcement hole and the center point of the substandard section, the maximum three-dimensional spatial distance among the candidate reinforcement holes, the usable hole length of the candidate reinforcement hole in the target layer, and the thickness of the target layer. Based on the candidate reinforcement hole priority parameters, the non-compliance type, the non-compliance section thickness, the target section hydrological parameters, and the designed grouting diffusion radius, reinforcement grouting control parameters are generated.

9. The aquifer grouting modification method according to claim 1, characterized in that, Based on the aforementioned reinforcement grouting control parameters, the grouting modification equipment is controlled to adjust the state of the aquifer, including: The reinforcing grouting control parameters are converted into equipment execution instructions to grout the aquifer and change its state. The equipment execution instructions are used to: control the slurry preparation equipment to prepare slurry, control the grouting pump to operate, and control the section valve group to open, close, or switch the target grouting section.

10. A computer device, comprising: A memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that the processor executes the computer program to implement the aquifer grouting modification method according to any one of claims 1-9.

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