A method for blocking a pollution source of abandoned mine groundwater based on dynamic optimization

Abstract

This invention discloses a method and system for blocking groundwater pollution sources in abandoned mines based on dynamic optimization. The method includes: collecting hydrogeological data of abandoned mines to build a three-dimensional numerical model of groundwater; calibrating parameters by combining tracer test penetration curves; identifying dominant water-conducting channels and constructing an equivalent pipe network model; selecting candidate blocking target areas with the maximum downstream pollutant flux reduction rate as the objective; calculating the increase in hydraulic gradient of the surrounding rock generated by blocking; selecting key blocking target areas with an increase lower than the allowable gradient and calculating grouting parameters accordingly; grouting is carried out according to the target area location and grouting parameters to form an anti-seepage barrier; and continuously monitoring the downstream pollutant concentration. If the deviation between the measured concentration and the model prediction exceeds the standard, the hydraulic parameters of the newly added lateral bypass channels are inverted and the pipe network model is updated. The target area selection and optimization are carried out again until the concentration deviation meets the standard. This provides reliable technical support for the long-term and safe blocking and treatment of groundwater pollution sources in abandoned mines.

Description

Technical Field

[0001] This invention belongs to the field of groundwater pollution prevention and control technology, and more specifically, relates to a method and system for blocking groundwater pollution sources in abandoned mines based on dynamic optimization. Background Technology

[0002] Abandoned mines leave behind numerous goafs, structural fissures, and interconnected seepage channels. Heavy metals and acidic pollutants within the ore layers continuously migrate with groundwater, causing persistent groundwater pollution. Source grouting and sealing are the core engineering methods for controlling the spread of pollution. Currently, there are still many technical shortcomings in the remediation of groundwater pollution from mines.

[0003] Existing methods for selecting closure sites rely heavily on engineering experience and lack quantitative simulation support. They cannot identify advantageous water-conducting channels for controlling pollution transport based on complete hydrogeological conditions, resulting in limited pollution control efficiency at closure sites and difficulty in achieving maximum reduction of downstream pollutant flux. Traditional remediation methods only use three-dimensional groundwater numerical models to simulate closure conditions, leading to high computational loads and long processing times when selecting multiple solutions in batches, resulting in low engineering design efficiency.

[0004] The existing sealing design does not simultaneously verify the stability of the surrounding rock. After sealing, the increased upstream water head will amplify the hydraulic gradient of the surrounding rock, easily triggering soil erosion or hydraulic fracturing of the rock mass, creating new seepage channels and posing a secondary leakage risk. Furthermore, the lack of a quantitative matching system during the dynamic water grouting stage makes it impossible to determine the scour resistance index of the grout based on the groundwater flow velocity. The grout is easily dispersed and diluted by the water flow, compromising the quality of the barrier formation.

[0005] Conventional remediation methods involve one-time sealing construction, lacking a long-term dynamic control process. After the barrier is formed, groundwater easily forms lateral bypass channels, allowing pollutants to bypass the barrier and continue to diffuse downstream. Existing technologies struggle to quickly identify these bypass channels and update seepage models, making it impossible to iteratively optimize the sealing scheme. A single sealing operation is insufficient to achieve long-term stable pollution control, resulting in inadequate overall long-term effectiveness of the remediation. Summary of the Invention

[0006] The present invention aims to construct a three-dimensional groundwater model calibrated by tracer tests and simplify it into an equivalent pipe network, screen safe and efficient blocking target areas and match grouting parameters, grouting to form a barrier, monitor water quality inversion to iteratively optimize the bypass channel, and dynamically and effectively block the source of groundwater pollution in abandoned mines.

[0007] To address the aforementioned deficiencies or improvement needs of existing technologies, as a first aspect of this invention, the present invention provides a method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization, comprising: S1. Obtain hydrogeological data of the target abandoned mine to construct a three-dimensional numerical model of groundwater, and use the tracer penetration curve obtained by the tracer test to calibrate the parameters of the three-dimensional numerical model; based on the calibrated three-dimensional numerical model, identify the dominant water-conducting channels, and construct an equivalent pipe network model composed of the dominant water-conducting channels; S2. In the equivalent pipeline network model, the objective function is to maximize the pollutant flux reduction rate at downstream monitoring points after closure, and candidate closure target areas are selected. For each candidate closure target area, the hydraulic gradient increment of the surrounding rock caused by closure is calculated. Candidate closure target areas whose hydraulic gradient increment is less than the allowable hydraulic gradient of the surrounding rock are identified as key closure target areas, and the grouting parameters corresponding to the key target areas are calculated. S3. Perform grouting operation according to the location of the key blocking target area and the grouting parameters to form a barrier in the key blocking target area; S4. After the barrier is formed, collect the actual pollutant concentration data of the downstream monitoring point; when the deviation between the actual pollutant concentration data and the concentration predicted by the equivalent pipe network model at the same time is greater than the preset safety threshold, based on the actual pollutant concentration data, invert the hydraulic parameters of the newly added lateral bypass channel after the blockage, add the lateral bypass channel to the equivalent pipe network model, and repeat step S2 until the deviation is less than or equal to the preset safety threshold.

[0008] Furthermore, in step S1, identifying the dominant water-conducting channels based on the calibrated three-dimensional numerical model specifically includes: Extract the Darcy velocity of each grid cell in the calibrated three-dimensional numerical model, and mark the grid cells with Darcy velocities greater than a preset velocity threshold as high-conductivity grids. Starting from the preset tracer delivery point, the spatial connectivity of the high water conductivity grid is traced along the groundwater flow direction. The set of high water conductivity grids that are spatially connected to the downstream monitoring point is identified as each of the dominant water-conducting channels.

[0009] Furthermore, in step S1, constructing an equivalent pipe network model composed of the dominant water-conducting channels specifically includes: Extract the spatial centerline of each of the dominant water-conducting channels, and use each of the spatial centerlines as the pipes of the equivalent pipe network model; calculate the cross-sectional area of ​​the high water-conductivity grid perpendicular to the groundwater flow direction, and calculate the equivalent pipe diameter of each of the pipes based on the cross-sectional area; The spatial intersection of the pipelines, the preset tracer dosing point, and the downstream monitoring point are set as nodes of the equivalent pipeline network model; Extract the permeability coefficient of each grid cell along each of the dominant water-conducting channels in the three-dimensional numerical model, and calculate the equivalent permeability coefficient of each pipeline according to the series or parallel relationship of groundwater flow direction and assign it to the corresponding pipeline. Establish a topological connection matrix between the node and the pipeline, and assign the node an equivalent head value extracted from the three-dimensional numerical model to complete the construction of the equivalent pipeline network model.

[0010] Furthermore, in S2, calculating the increase in the hydraulic gradient of the surrounding rock around the sealing target area caused by the sealing specifically includes: In the equivalent pipe network model, the hydraulic conductivity coefficient of the equivalent pipe where the candidate blocking target area is located is set to zero, and the nodal head balance relationship of the equivalent pipe network model is solved again to obtain the nodal head distribution after blocking. Calculate the spatial head difference between the node where the candidate blocking target area is located and the adjacent free surface node or weakly permeable boundary node after blocking; Obtain the seepage path length from the candidate plugging target area to the free surface node or the weakly permeable boundary node; The actual hydraulic gradient after closure is obtained by dividing the spatial head difference by the seepage path length. The hydraulic gradient increment is obtained by subtracting the initial hydraulic gradient before closure from the actual hydraulic gradient.

[0011] Furthermore, the method for determining the allowable hydraulic gradient of the surrounding rock in S2 includes: Obtain the saturated unit weight, tensile strength, and characteristic fracture length of the surrounding rock in the candidate plugging target area; Based on the effective stress principle, the difference between the saturated unit weight and the unit weight of water is taken as the effective unit weight. The ratio of the effective unit weight to the unit weight of water is calculated to obtain the critical hydraulic gradient of the erosion-resistant soil. Based on the splitting resistance criterion of fractured rock mass, the ratio of the tensile strength of the rock mass to the product of the unit weight of water and the length of the characteristic fracture is calculated to obtain the critical hydraulic gradient for splitting resistance. The smaller value between the critical hydraulic gradient of the erosion-resistant soil and the critical hydraulic gradient of the splitting-resistant soil is taken as the comprehensive critical hydraulic gradient; Multiply the comprehensive critical hydraulic gradient by a preset safety reduction factor to obtain the allowable hydraulic gradient of the surrounding rock, which is used to compare with the hydraulic gradient increment.

[0012] Further, in step S2, calculating the grouting parameters corresponding to the key sealing target area specifically includes: Obtain the equivalent hydraulic radius and current groundwater flow velocity of the equivalent pipeline where the key blocking target area is located; Based on the pipe flow wall shear stress model, the scouring shear stress of the current groundwater on the slurry is calculated as a function of the current groundwater flow velocity, slurry viscosity and the equivalent hydraulic radius. The scouring shear stress is taken as the minimum yield stress required for the stable diffusion of the slurry in the moving water. In a pre-defined slurry material library, slurry formulations with an initial yield stress greater than the minimum yield stress and a gel time greater than the time required for the slurry to fill the critical plugging target area are selected. Obtain the post-blocking head value of the node where the key blocking target area is located, and take the sum of the water pressure corresponding to the post-blocking head value and the friction loss of the grout flowing in the pipeline as the required grouting pressure; Based on the grout formulation, grouting pressure, and equivalent pipe diameter of the key sealing target area, the diffusion radius of the grout in the equivalent pipe is calculated, and the injection rate is determined according to the diffusion radius and gelation time. The grouting pressure, injection rate, and grout formulation are used as the grouting parameters.

[0013] Furthermore, the grouting operation in step S3 also includes real-time determination of grouting termination conditions: Real-time acquisition of grouting pressure and grouting flow rate data at the grouting orifice; calculation of the product of the grouting pressure and grouting flow rate to obtain the grouting power; When the grouting power suddenly increases and the grouting pressure reaches or exceeds the target grouting pressure, it is determined that the key sealing target area has been filled with grout and enters the surrounding rock safety verification stage. The maximum real-time grouting pressure during the grouting process is obtained, and the difference between the maximum real-time grouting pressure and the initial water head at the node where the key sealing target area is located is calculated to obtain the additional grouting water head. Divide the additional grouting head by the seepage path length from the key sealing target area to the surrounding free surface or weak permeable boundary to obtain the actual hydraulic gradient borne by the surrounding rock. When the actual hydraulic gradient experienced by the surrounding rock is less than or equal to the allowable hydraulic gradient of the surrounding rock, it is determined that the surrounding rock has not undergone hydraulic fracturing, and the grouting operation in the current target area is terminated.

[0014] Furthermore, in step S4, the hydraulic parameters of the newly added lateral flow channel after the blockage are retrieved based on the actual pollutant concentration data, specifically including: Obtain the concentration response time series data of each downstream monitoring node in the equivalent pipeline network model after the blockage, as well as the measured concentration response time series data of the corresponding monitoring points; For each downstream monitoring node, the difference between the time when the measured concentration first exceeds the detection limit and the time when the predicted concentration first exceeds the detection limit in the concentration response time series data is calculated to obtain the concentration response time difference of that monitoring node; The direction corresponding to the downstream monitoring node with the smallest concentration response time difference is determined as the main expansion direction of the lateral flow channel; Based on the main expansion direction, an equivalent bypass pipe connecting the upstream and downstream nodes is added on the corresponding side of the key blocking target area in the equivalent pipe network model, as an equivalent expression of the lateral bypass channel. The original flow rate through the key blocking target area before blocking and the sum of the measured flow rates of each downstream monitoring node after blocking are obtained. The difference between the original flow rate and the sum of the measured flow rates is taken as the bypass flow rate through the lateral bypass channel. The equivalent hydraulic conductivity coefficient of the lateral flow channel is calculated based on the flow rate around the channel, the length of the lateral flow channel, and the head difference in the main extension direction.

[0015] As a second aspect of the present invention, a dynamically optimized groundwater pollution source blocking system for abandoned mines is also provided, comprising: The equivalent pipeline network model construction unit is used to acquire hydrogeological data of the target abandoned mine to construct a three-dimensional numerical model of groundwater, and to calibrate the parameters of the three-dimensional numerical model using tracer penetration curves obtained from tracer experiments; based on the calibrated three-dimensional numerical model, dominant water-conducting channels are identified, and an equivalent pipeline network model composed of the dominant water-conducting channels is constructed. The critical plugging target area screening unit is used in the equivalent pipeline network model to screen candidate plugging target areas with the objective function of maximizing the pollutant flux reduction rate at downstream monitoring points after plugging; for each candidate plugging target area, the hydraulic gradient increment of the surrounding rock caused by plugging is calculated; the candidate plugging target areas whose hydraulic gradient increment is less than the allowable hydraulic gradient of the surrounding rock are identified as critical plugging target areas, and the grouting parameters corresponding to the critical plugging target areas are calculated. A grouting and sealing operation unit is used to perform grouting operations based on the location of the key sealing target area and the grouting parameters, forming a barrier in the key sealing target area; The flow inversion and dynamic optimization unit is used to collect actual pollutant concentration data at downstream monitoring points after the barrier is formed. When the deviation between the actual pollutant concentration data and the concentration predicted by the equivalent pipe network model at the same time is greater than a preset safety threshold, the hydraulic parameters of the newly added lateral flow channels after the blockage are inverted based on the actual pollutant concentration data, the lateral flow channels are added to the equivalent pipe network model, and the method in the key blockage target area screening unit is re-executed until the deviation is less than or equal to the preset safety threshold.

[0016] As a third aspect of the invention, a computer-readable storage medium is also provided, on which a computer program is stored, which is executed by a processor as described in any one of the claims, a method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization.

[0017] In summary, compared with the prior art, the above-described technical solutions conceived by this invention can achieve the following beneficial effects: 1. The present invention provides a method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization. This method establishes a three-dimensional numerical model of groundwater calibrated using tracer test parameters, identifies dominant water-conducting channels within the mining area, and transforms them into an equivalent pipe network model, significantly reducing the computational burden of simulations for multiple blocking scenarios. This approach relies on actual hydrological seepage data for channel identification, abandoning the traditional experience-based point judgment method. It fully reconstructs the main transport paths of pollutants, providing a quantitative simulation basis for blocking point selection. This avoids the problem of insufficient pollution control capacity in blocking projects due to channel identification errors. The simplified pipe network model allows for rapid traversal of all potential blocking locations for comparative simulations.

[0018] 2. The present invention provides a method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization. This method selects candidate sealing areas with the objective of maximizing pollutant flux reduction, simultaneously and quantitatively calculates the increase in hydraulic gradient of the surrounding rock resulting from sealing, and delineates safe sealing areas based on two types of critical failure indicators of the surrounding rock, outputting corresponding grouting parameters. This process simultaneously considers both treatment effectiveness and surrounding rock stability, avoiding the risks of secondary leakage caused by soil erosion and hydraulic fracturing due to water backlog during sealing. Furthermore, it matches the grout, grouting pressure, and injection rate according to the dynamic water scouring conditions, and determines construction indicators through quantitative calculation, reducing sealing failure caused by grout dilution and loss in dynamic water environments.

[0019] 3. The present invention provides a dynamically optimized method for blocking groundwater pollution sources in abandoned mines. After the barrier structure is completed, downstream pollutant concentration data is continuously collected. Based on the concentration deviation, the hydraulic parameters of the lateral flow channels are derived and the equivalent pipe network model is updated. This process is repeated to screen the target area for sealing and design grouting. This closed-loop control mode can promptly identify the flow leakage channels formed after sealing, continuously optimize the sealing and treatment plan, overcome the shortcomings of traditional single-stage sealing which cannot address subsequent flow pollution, and continuously reduce downstream pollutant concentrations until pollution control reaches the preset safety standards, thus achieving long-term blocking of the pollution source. Attached Figure Description

[0020] Figure 1 This is a flowchart of a method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization, according to an embodiment of the present invention. Figure 2 This is a schematic diagram illustrating the migration and diffusion mechanism of groundwater pollution in abandoned mines before remediation, according to an embodiment of the present invention. Figure 3This is a schematic diagram illustrating the effect of blocking groundwater pollution sources in abandoned mines after treatment, according to an embodiment of the present invention. Figure 4 This is a schematic diagram of the system units in an embodiment of the present invention. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0022] Example 1 Please refer to Figure 1 This embodiment 1 provides a method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization, including: S1. Obtain hydrogeological data of the target abandoned mine to construct a three-dimensional numerical model of groundwater, and use the tracer penetration curve obtained by the tracer test to calibrate the parameters of the three-dimensional numerical model; based on the calibrated three-dimensional numerical model, identify the dominant water-conducting channels, and construct an equivalent pipe network model composed of the dominant water-conducting channels; S2. In the equivalent pipeline network model, the objective function is to maximize the pollutant flux reduction rate at downstream monitoring points after closure, and candidate closure target areas are selected. For each candidate closure target area, the hydraulic gradient increment of the surrounding rock caused by closure is calculated. Candidate closure target areas whose hydraulic gradient increment is less than the allowable hydraulic gradient of the surrounding rock are identified as key closure target areas, and the grouting parameters corresponding to the key target areas are calculated. S3. Perform grouting operation according to the location of the key blocking target area and the grouting parameters to form a barrier in the key blocking target area; S4. After the barrier is formed, collect the actual pollutant concentration data of the downstream monitoring point; when the deviation between the actual pollutant concentration data and the concentration predicted by the equivalent pipe network model at the same time is greater than the preset safety threshold, based on the actual pollutant concentration data, invert the hydraulic parameters of the newly added lateral bypass channel after the blockage, add the lateral bypass channel to the equivalent pipe network model, and repeat step S2 until the deviation is less than or equal to the preset safety threshold.

[0023] Please refer to Figure 2 as well as Figure 3 This embodiment 1 further elaborates on the above steps.

[0024] (1) Construction of equivalent pipeline network model In the target abandoned mine area, hydrogeological data such as porosity, permeability coefficient, and specific yield of each stratum were obtained by collecting borehole columnar sections, geological profiles, and long-term groundwater level monitoring data. Based on these fundamental data, a three-dimensional numerical model of groundwater was constructed. The model was vertically divided into three main simulation layers: the vadose zone, the weathered fracture aquifer, and the bedrock fracture aquifer. The planar model was divided using an unstructured triangular mesh, with the mesh further refined in the core contaminated area of ​​the mine. After setting the atmospheric precipitation infiltration recharge and the surrounding constant head or zero flux boundary conditions, a field tracer experiment was conducted. Sodium fluorescein tracer was released in the upstream contamination accumulation area of ​​the mine, and water samples were continuously collected at downstream monitoring points to obtain tracer penetration curves. The measured penetration curve is compared with the concentration change curve over time output by the model simulation. The key parameters such as permeability and dispersion in the model are iteratively adjusted using an automatic parameter optimization program until the fitting degree between the simulated curve and the measured curve reaches the preset standard. This yields a calibrated three-dimensional numerical model that reflects the groundwater flow field and solute transport characteristics of the mining area.

[0025] Based on the calibrated 3D numerical model, the Darcy velocity vector field of each grid cell at the end of the simulation was extracted. To screen out the main pathways for rapid groundwater transport, a velocity threshold was set, and grid cells with Darcy velocities greater than this threshold were marked as high-conductivity grids. Starting from the grid where the pre-defined tracer delivery point is located, a depth-first search algorithm was used to trace the spatial connectivity of high-conductivity grids grid by grid along the groundwater flow direction. During the tracing process, it was checked whether there were any adjacent cells downstream of the current high-conductivity grid that had the same velocity direction and were also high-conductivity grids. If so, the tracing continued downstream until the grid where the downstream monitoring point was located was reached or the tracing was interrupted. The set of spatially continuous high-conductivity grids with the tracer delivery point as the starting point and the downstream monitoring point as the ending point was identified as a dominant water-conducting channel.

[0026] For each identified dominant water-conducting channel, its spatial centerline is extracted. All high-conductivity grids within each channel are arranged sequentially along the groundwater flow direction. The geometric center coordinates of each high-conductivity grid within the same cross-section are calculated and connected sequentially to form a smooth spatial curve. This spatial centerline is used as the pipe in the equivalent pipe network model. The cross-sectional area of ​​the high-conductivity grids perpendicular to the groundwater flow direction is statistically analyzed, and the average cross-sectional area of ​​each cross-section is taken. Based on the geometric relationship between the cross-sectional area and diameter of a circular pipe, the equivalent pipe diameter of each pipe is calculated. The spatial intersection points of the pipes, tracer release points, and downstream monitoring points are set as nodes in the equivalent pipe network model.

[0027] The permeability coefficients of each grid cell along each dominant water-conducting channel in the 3D numerical model are extracted, and the equivalent permeability coefficients of each pipeline are calculated based on the series or parallel relationship of groundwater flow. For grid cells arranged in series along the flow direction, the harmonic mean method is used; for grid cells arranged in parallel perpendicular to the flow direction, the arithmetic mean method is used. The calculation results are then assigned to the corresponding pipelines. When groundwater flows in a parallel grid, the water flow carried by each grid is proportional to its permeability coefficient; the arithmetic mean method reflects the overall water-conducting capacity of the parallel path. In a series path, water flows through each cross-section sequentially, and the overall permeability is limited by the cross-section with the worst permeability; the harmonic mean method characterizes the bottleneck effect of the series path. A topological connection matrix between nodes and pipelines is established, with matrix elements assigned different values ​​based on whether a node is the start or end point of a pipeline or has no connection. The head values ​​at each node location are extracted from the calibrated 3D numerical model and assigned to the corresponding node, completing the construction of the equivalent pipeline model. Reducing the complexity of the three-dimensional fracture network into a pipe network composed of pipes and nodes can reduce the computational load of subsequent flow field simulation and closure effect evaluation, while preserving the core hydraulic characteristics of the advantageous channels.

[0028] (2) Screening of key blocking target areas After constructing the equivalent pipe network model, the objective function is to maximize the pollutant flux reduction rate at downstream monitoring points after closure. All equivalent pipes in the model are traversed, and each equivalent pipe is sequentially selected as a candidate closure target area for simulation screening. For each candidate closure target area, the impact of the closure operation on the stability of the surrounding rock needs to be evaluated. Specifically, in the equivalent pipe network model, the hydraulic conductivity coefficient of the equivalent pipe where the candidate closure target area is located is used. Set to zero, where The hydraulic conductivity coefficient of the equivalent pipeline containing the candidate plugging target area before plugging represents the pipeline's water-conducting capacity under natural conditions. After blocking the pipeline's water-conducting capacity, the nodal head balance relationship of the equivalent pipe network model is resolved to obtain the nodal head distribution after plugging. From the nodal head distribution after plugging, the head values ​​of the nodes containing the candidate plugging target area are extracted. And the head values ​​of the free surface nodes or weakly permeable boundary nodes adjacent to the candidate blocking target area after the blocking is completed. ,in This refers to the groundwater head value at the node where the candidate blocking target area is located after the blocking process. This refers to the groundwater head value at the nearest free surface node or weakly permeable boundary node in space to the candidate closure target area after closure. The absolute value of the difference between the two values ​​yields the spatial head difference after closure. ,in This refers to the difference in hydraulic head between the node where the candidate plugging target area is located and the adjacent free face node or weakly permeable boundary node after plugging. Since plugging will cause the upstream groundwater to rise, this increase in hydraulic head difference is the direct driving force for the seepage failure of the surrounding rock.

[0029] Obtain the seepage path length from the candidate plugging target area to the adjacent free surface node or weakly permeable boundary node. ,in This refers to the three-dimensional straight-line distance between the node where the candidate plugging target area is located and the adjacent free surface node or weakly permeable boundary node. The spatial head difference is also considered. Divide by the seepage path length The actual hydraulic gradient after closure was obtained. ,in This represents the actual hydraulic gradient experienced by the surrounding rock of the candidate closure target area after closure. The initial hydraulic gradient between the node where the candidate closure target area is located and the adjacent free surface node or weakly permeable boundary node is extracted from the initial solution results of the equivalent pipe network model before closure. ,in The initial hydraulic gradient of the surrounding rock of the candidate plugging target area under natural conditions. The actual hydraulic gradient after plugging. Subtract the initial hydraulic gradient before closure The hydraulic gradient increment caused by the blockage is obtained. ,in This refers to the increase in the hydraulic gradient of the surrounding rock in the candidate plugging target area caused by the plugging operation.

[0030] In obtaining the hydraulic gradient increment Next, it is necessary to determine the allowable hydraulic gradient of the surrounding rock to judge whether the sealing operation will cause seepage failure or hydraulic fracturing of the surrounding rock. The saturated unit weight of the surrounding rock in the candidate sealing target area is obtained through indoor geotechnical tests and rock mechanics tests. Rock mass tensile strength and characteristic crack length ,in This represents the unit volume gravity of the surrounding rock in the candidate sealing target area under fully saturated conditions. The ultimate tensile stress resisted by the surrounding rock of the candidate sealing target area under uniaxial tension to prevent failure. This represents the average extension length of dominant fractures in the surrounding rock of the candidate plugging target area. Simultaneously, the specific gravity of the water sampled... ,in This represents the weight of a unit volume of water. Based on the principle of effective stress, the saturated unit weight is... density with water The difference is used as the effective severity ,in This represents the effective unit volume gravity of the surrounding rock in the candidate sealing target area underwater. Calculate the effective unit weight. density with water The ratio of these values ​​yields the critical hydraulic gradient of the erosion-resistant soil. ,in This is the critical hydraulic gradient when soil erosion occurs in the surrounding rock of the candidate sealing target area. This indicator is mainly used to prevent fine particles in the surrounding rock from being carried away by water flow under the action of seepage force, thus forming piping channels.

[0031] Calculate the tensile strength of the rock mass based on the splitting resistance criterion of fractured rock mass. density with water and characteristic crack length The ratio of the products yields the critical hydraulic gradient against fracturing. ,in This refers to the critical hydraulic gradient in the surrounding rock of the candidate sealing target area when hydraulic fracturing and propagation occur under seepage pressure. Naturally existing fissures in the rock mass are highly susceptible to opening and propagation under high-pressure water, leading to significant loss of grout and even triggering geological disasters. Therefore, strict control of fracturing risk is essential. The critical hydraulic gradient of the erosion-resistant soil is used. Critical hydraulic gradient for fracturing resistance The smaller value in the range is used as the comprehensive critical hydraulic gradient. ,in To simultaneously consider both soil erosion and fracturing failure modes, the ultimate hydraulic gradient that the surrounding rock can withstand is determined. The comprehensive critical hydraulic gradient is then calculated. Multiply by the preset safety reduction factor The allowable hydraulic gradient of the surrounding rock was obtained. ,in The engineering safety reserve factor is less than 1. For use with hydraulic gradient increment The surrounding rock safety threshold for comparison. When the hydraulic gradient increment of a candidate plugging target area... Less than the allowable hydraulic gradient of the surrounding rock This indicates that sealing the target area will not cause instability of the surrounding rock, thus identifying the candidate sealing target area as a key sealing target area.

[0032] For the identified critical plugging target area, its corresponding grouting parameters need to be calculated to guide on-site construction. The equivalent hydraulic radius of the equivalent pipeline containing the critical plugging target area needs to be obtained. and the initial hydraulic gradient of the pipeline before sealing. ,in This represents the ratio of the cross-sectional area of ​​the equivalent pipe in the critical sealing target area to the wetted perimeter. In dynamic water environments, grout is easily diluted by groundwater and cannot effectively solidify; therefore, it is essential to ensure the grout possesses sufficient erosion resistance. Based on the uniform flow wall shear stress formula, the erosion shear stress of the current groundwater on the grout is calculated. Calculated as the specific weight of water Equivalent hydraulic radius With initial hydraulic gradient The product of, i.e. ,in This refers to the shear scouring force exerted by groundwater on the injected grout at the equivalent pipe wall. The scouring shear stress is... The minimum yield stress required for stable diffusion of slurry in flowing water ,Right now ,in The minimum initial yield stress required for the grout to resist groundwater erosion and maintain structural stability from being washed away.

[0033] In a pre-designed slurry material library, the initial yield stress is selected. Greater than the minimum yield stress And gel time Greater than the time required for the slurry to fill the critical plugging target area The slurry formula, in which This is the minimum shear stress required for the slurry material to begin flowing from a static state. This refers to the time from the initial injection of the slurry until it loses its fluidity and begins to solidify. This is the theoretical time required for the grout to fill the equivalent pipe volume of the critical plugging target area at the designed injection rate. The post-plugging head value of the node containing the critical plugging target area is obtained. and the water head value at the grouting hole ,in This represents the groundwater head at the grouting wellhead. Simultaneously, the elevation difference between the grouting wellhead and the key sealing target area is obtained. and the specific gravity of the slurry ,in The vertical height difference between the grouting hole and the key sealing target area. This represents the weight of a unit volume of slurry. The water pressure corresponding to the head difference after sealing. The hydrostatic pressure generated by the weight of the slurry Frictional loss of slurry flowing in the pipeline The sum of these values ​​represents the required grouting pressure. ,in The key is the groundwater pressure difference between the critical sealing target area and the grouting wellhead after sealing. This refers to the pressure exerted by the slurry due to its own weight caused by the elevation difference. This refers to the pressure loss caused by viscous friction when the slurry flows in an equivalent pipe. This refers to the grouting pressure that needs to be applied to the grouting hole.

[0034] Based on this, and using the selected grout formula and grouting pressure and the equivalent pipe diameter of the key plugging target area Calculate the diffusion radius of the slurry in the equivalent pipe. ,in The equivalent circular pipe diameter is the equivalent pipeline where the critical plugging target area is located. This represents the maximum radial distance the grout diffuses outward from the grouting orifice under grouting pressure. Obtain the cross-sectional area of ​​the equivalent pipe within the critical sealing target area. and axial length ,in This represents the cross-sectional area of ​​the equivalent pipe perpendicular to the flow direction where the critical plugging target area is located. This is the axial length of the pipe. The volume of the pipe to be filled is determined by the required filling volume. With gel time Determine the injection rate ,in This refers to the volume of grout injected through the grouting orifice per unit time. The grouting pressure is also considered. Injection rate Together with the selected grout formula, they serve as grouting parameters, which are output to the grouting equipment to guide the execution of on-site grouting operations.

[0035] (3) Implement grouting and sealing operations After determining the spatial location of the critical sealing target area and the corresponding grouting parameters, on-site construction personnel lower the grouting pipeline into the designated borehole and start the grouting equipment to inject the prepared grout into the critical sealing target area to form a barrier. During the continuous grouting operation, sensors installed at the grouting borehole opening collect grouting pressure and flow rate data in real time. To determine whether the underground fissures or pipes have been completely filled with grout, the collected grouting pressure and flow rate are multiplied to obtain the grouting power. As the grout continues to diffuse outward and gradually fill the target area, the flow resistance of the underground water passage gradually increases. When the grout completely fills the equivalent pipe and connecting fissures where the critical sealing target area is located, the grout diffusion is hindered, leading to a sharp increase in grouting pressure and a restriction in grouting flow rate. This change in state is directly reflected in a significant surge in grouting power. When a sudden increase in grouting power is detected, and the grouting pressure has reached or exceeded the pre-set target grouting pressure, it can be determined that the critical sealing target area has been filled with grout, and the process then enters the surrounding rock safety verification stage. By adopting a dual judgment standard that combines grouting power and grouting pressure, misjudgments caused by fluctuations in a single pressure index or errors in flow measurement can be effectively avoided, ensuring the integrity of the barrier formation.

[0036] After entering the surrounding rock safety verification stage, it is necessary to assess the impact of the actual grouting process on the stability of the surrounding rock. Due to the complexity of underground geological conditions and the pressure fluctuations that may occur during grouting, the actual maximum grouting pressure may deviate from the theoretical calculation value. Therefore, verification based on measured data is essential. The maximum grouting pressure is extracted from the real-time monitoring data of the entire grouting process. The difference between this maximum value and the initial water head at the node where the key sealing target area is located is calculated to obtain the additional grouting water head. This additional water head reflects the additional seepage driving force applied to the surrounding rock by the grouting operation. The additional grouting water head is divided by the seepage path length from the key sealing target area to the surrounding free face or weakly permeable boundary to obtain the actual hydraulic gradient experienced by the surrounding rock during the grouting process. The calculated actual hydraulic gradient is compared with the previously determined allowable hydraulic gradient of the surrounding rock. When the actual hydraulic gradient is less than or equal to the allowable hydraulic gradient, it is determined that the surrounding rock has not undergone hydraulic fracturing, and the grouting operation in the current target area is terminated. This verification process ensures that grouting operations are completed within a safe and controllable pressure range, preventing the expansion of surrounding rock fissures or the creation of new seepage channels due to excessive grouting pressure, thereby guaranteeing the long-term stability of the barrier and the reliability of pollution source blocking.

[0037] (4) Flow inversion and dynamic optimization After the barrier is formed, monitoring wells deployed downstream continuously collect pollutant concentration data in the groundwater, and compare the actual monitoring results with the predicted concentrations of the equivalent pipeline network model at the same time. Due to the complexity of the underground fracture network in abandoned mines, the sealing operation may change the local groundwater flow field, causing previously inactive lateral fractures to be activated and forming new bypass channels, allowing some polluted groundwater to bypass the barrier and continue to migrate downstream.

[0038] When the deviation between the actual pollutant concentration data and the concentration predicted by the equivalent pipe network model exceeds a preset safety threshold, it indicates that the blocking effect has not achieved the expected goal, and there may be lateral bypass channels not captured by the model. In this case, it is necessary to invert the hydraulic parameters of the bypass channel based on the measured data and supplement them into the equivalent pipe network model. First, obtain the concentration response time series data of each downstream monitoring node in the equivalent pipe network model after blocking, as well as the measured concentration response time series data of the corresponding monitoring points. For each downstream monitoring node, calculate the difference between the time when the measured concentration first exceeds the detection limit and the time when the model predicts the concentration first exceeds the detection limit, and obtain the concentration response time difference of that monitoring node. This time difference reflects the time deviation between the model prediction and the actual situation. The smaller the time difference, the closer the actual water flow velocity in that direction is to the model prediction, suggesting that there may be a water guiding channel in that direction that is not included in the model. Among all downstream monitoring nodes, the direction corresponding to the node with the smallest concentration response time difference is determined as the main expansion direction of the lateral bypass channel. This determination is based on the basic physical law that water always preferentially moves along the path of least resistance.

[0039] Based on the determined main expansion direction, an equivalent bypass pipe is added to the corresponding side of the critical closure target area in the equivalent pipe network model, connecting the upstream and downstream nodes, as an equivalent representation of the lateral bypass channel. The starting point of this bypass pipe is the source node upstream of the closure target area, and the ending point is the downstream monitoring node with the smallest concentration response time difference. The spatial orientation of the pipe is arranged along the main expansion direction. To determine the hydraulic parameters of this newly added bypass pipe, the actual flow rate through the lateral bypass channel needs to be calculated. The original flow rate through the critical closure target area before closure is obtained, which can be extracted from the solution results of the original equivalent pipe network model. Simultaneously, the sum of the measured flow rates at each downstream monitoring node after closure is obtained, and the difference between the original flow rate and the sum of the measured flow rates is taken as the bypass flow rate through the lateral bypass channel. This calculation logic is based on the principle of mass conservation, that is, groundwater passing through the critical closure target area before closure must find other paths to continue downstream, and this bypassed groundwater will eventually converge at the downstream monitoring point.

[0040] Based on the calculated flow rate, the length of the lateral bypass channel, and the head difference in the main expansion direction, the equivalent hydraulic conductivity coefficient of the lateral bypass channel is calculated using Darcy's law. Specifically, the flow rate is divided by the product of the cross-sectional area of ​​the lateral bypass channel and the head gradient to obtain the equivalent hydraulic conductivity coefficient. The cross-sectional area can be calculated based on the channel length and the estimated width, and the head gradient is the head difference between the two nodes in the main expansion direction divided by the channel length. The calculated equivalent hydraulic conductivity coefficient is then assigned to the newly added equivalent bypass pipe, completing the supplementation of the lateral bypass channel to the equivalent pipe network model.

[0041] The equivalent pipe network model, supplemented with lateral bypass channels, is used as the new base model. Step S2, involving candidate plugging target area selection, surrounding rock safety assessment, and grouting parameter calculation, is then re-executed. Because the newly added bypass pipe alters the model's topology and hydraulic characteristics, step S2 identifies new critical plugging target areas, typically located at key nodes on or near the newly added bypass pipe. Grouting is then performed on these new critical plugging target areas according to the newly determined grouting parameters to form a barrier. Afterward, actual pollutant concentration data from downstream monitoring points are collected again and compared with the predicted concentration from the updated model. When the deviation between the actual and predicted pollutant concentrations is less than or equal to a preset safety threshold, it indicates that the model accurately describes the actual groundwater flow field and pollutant transport characteristics, the plugging operation achieves the expected effect, and the dynamic optimization iteration process is terminated.

[0042] Example 2 Please refer to Figure 4 This embodiment 2 provides a dynamically optimized groundwater pollution source blocking system for abandoned mines, comprising: The equivalent pipeline network model construction unit is used to acquire hydrogeological data of the target abandoned mine to construct a three-dimensional numerical model of groundwater, and to calibrate the parameters of the three-dimensional numerical model using tracer penetration curves obtained from tracer experiments; based on the calibrated three-dimensional numerical model, dominant water-conducting channels are identified, and an equivalent pipeline network model composed of the dominant water-conducting channels is constructed. The critical plugging target area screening unit is used in the equivalent pipeline network model to screen candidate plugging target areas with the objective function of maximizing the pollutant flux reduction rate at downstream monitoring points after plugging; for each candidate plugging target area, the hydraulic gradient increment of the surrounding rock caused by plugging is calculated; the candidate plugging target areas whose hydraulic gradient increment is less than the allowable hydraulic gradient of the surrounding rock are identified as critical plugging target areas, and the grouting parameters corresponding to the critical plugging target areas are calculated. A grouting and sealing operation unit is used to perform grouting operations based on the location of the key sealing target area and the grouting parameters, forming a barrier in the key sealing target area; The flow inversion and dynamic optimization unit is used to collect actual pollutant concentration data at downstream monitoring points after the barrier is formed. When the deviation between the actual pollutant concentration data and the concentration predicted by the equivalent pipe network model at the same time is greater than a preset safety threshold, the hydraulic parameters of the newly added lateral flow channels after the blockage are inverted based on the actual pollutant concentration data, the lateral flow channels are added to the equivalent pipe network model, and the method in the key blockage target area screening unit is re-executed until the deviation is less than or equal to the preset safety threshold.

[0043] Example 3 This embodiment 3 also provides a computer-readable storage medium storing a computer program, which, when executed by a processor, can implement any step of a dynamically optimized method for blocking groundwater pollution sources in abandoned mines.

[0044] The computer-readable storage medium may include various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0045] For a description of the computer-readable storage medium provided in this application, please refer to the above method embodiments; further details will not be repeated here.

[0046] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements 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 blocking groundwater pollution sources in abandoned mines based on dynamic optimization, characterized in that, include: S1. Obtain hydrogeological data of the target abandoned mine to construct a three-dimensional numerical model of groundwater, and use the tracer penetration curve obtained by the tracer test to calibrate the parameters of the three-dimensional numerical model; based on the calibrated three-dimensional numerical model, identify the dominant water-conducting channels, and construct an equivalent pipe network model composed of the dominant water-conducting channels; S2. In the equivalent pipeline network model, the objective function is to maximize the pollutant flux reduction rate at downstream monitoring points after closure, and candidate closure target areas are selected. For each candidate closure target area, the hydraulic gradient increment of the surrounding rock caused by closure is calculated. Candidate closure target areas whose hydraulic gradient increment is less than the allowable hydraulic gradient of the surrounding rock are identified as key closure target areas, and the grouting parameters corresponding to the key target areas are calculated. S3. Perform grouting operation according to the location of the key blocking target area and the grouting parameters to form a barrier in the key blocking target area; S4. After the barrier is formed, collect the actual pollutant concentration data at the downstream monitoring points; When the deviation between the actual pollutant concentration data and the concentration predicted by the equivalent pipe network model at the same time exceeds a preset safety threshold, the hydraulic parameters of the newly added lateral bypass channel after the blockage are retrieved based on the actual pollutant concentration data, the lateral bypass channel is added to the equivalent pipe network model, and step S2 is executed again until the deviation is less than or equal to the preset safety threshold.

2. The method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization according to claim 1, characterized in that, In step S1, the identification of dominant water-conducting channels based on the calibrated three-dimensional numerical model specifically includes: Extract the Darcy velocity of each grid cell in the calibrated three-dimensional numerical model, and mark the grid cells with Darcy velocities greater than a preset velocity threshold as high-conductivity grids. Starting from the preset tracer delivery point, the spatial connectivity of the high water conductivity grid is traced along the groundwater flow direction. The set of high water conductivity grids that are spatially connected to the downstream monitoring point is identified as each of the dominant water-conducting channels.

3. The method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization according to claim 2, characterized in that, In step S1, constructing an equivalent pipe network model composed of the dominant water-conducting channels specifically includes: Extract the spatial centerline of each of the dominant water-conducting channels, and use each of the spatial centerlines as the pipes of the equivalent pipe network model; calculate the cross-sectional area of ​​the high water-conductivity grid perpendicular to the groundwater flow direction, and calculate the equivalent pipe diameter of each of the pipes based on the cross-sectional area; The spatial intersection of the pipelines, the preset tracer dosing point, and the downstream monitoring point are set as nodes of the equivalent pipeline network model; Extract the permeability coefficient of each grid cell along each of the dominant water-conducting channels in the three-dimensional numerical model, and calculate the equivalent permeability coefficient of each pipeline according to the series or parallel relationship of groundwater flow direction and assign it to the corresponding pipeline. Establish a topological connection matrix between the node and the pipeline, and assign the node an equivalent head value extracted from the three-dimensional numerical model to complete the construction of the equivalent pipeline network model.

4. The method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization according to claim 1, characterized in that, In step S2, the calculation of the hydraulic gradient increment of the surrounding rock around the sealing target area caused by the sealing specifically includes: In the equivalent pipe network model, the hydraulic conductivity coefficient of the equivalent pipe where the candidate blocking target area is located is set to zero, and the nodal head balance relationship of the equivalent pipe network model is solved again to obtain the nodal head distribution after blocking. Calculate the spatial head difference between the node where the candidate blocking target area is located and the adjacent free surface node or weakly permeable boundary node after blocking; Obtain the seepage path length from the candidate plugging target area to the free surface node or the weakly permeable boundary node; The actual hydraulic gradient after closure is obtained by dividing the spatial head difference by the seepage path length. The hydraulic gradient increment is obtained by subtracting the initial hydraulic gradient before closure from the actual hydraulic gradient.

5. A method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization according to claim 4, characterized in that, The method for determining the allowable hydraulic gradient of the surrounding rock in S2 includes: Obtain the saturated unit weight, tensile strength, and characteristic fracture length of the surrounding rock in the candidate plugging target area; Based on the effective stress principle, the difference between the saturated unit weight and the unit weight of water is taken as the effective unit weight. The ratio of the effective unit weight to the unit weight of water is calculated to obtain the critical hydraulic gradient of the erosion-resistant soil. Based on the splitting resistance criterion of fractured rock mass, the ratio of the tensile strength of the rock mass to the product of the unit weight of water and the length of the characteristic fracture is calculated to obtain the critical hydraulic gradient for splitting resistance. The smaller value between the critical hydraulic gradient of the erosion-resistant soil and the critical hydraulic gradient of the splitting-resistant soil is taken as the comprehensive critical hydraulic gradient; Multiply the comprehensive critical hydraulic gradient by a preset safety reduction factor to obtain the allowable hydraulic gradient of the surrounding rock, which is used to compare with the hydraulic gradient increment.

6. The method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization according to claim 5, characterized in that, In step S2, the calculation of the grouting parameters corresponding to the key plugging target area specifically includes: Obtain the equivalent hydraulic radius and current groundwater flow velocity of the equivalent pipeline where the key blocking target area is located; Based on the pipe flow wall shear stress model, the scouring shear stress of the current groundwater on the slurry is calculated as a function of the current groundwater flow velocity, slurry viscosity and the equivalent hydraulic radius. The scouring shear stress is taken as the minimum yield stress required for the stable diffusion of the slurry in the moving water. In a pre-defined slurry material library, slurry formulations with an initial yield stress greater than the minimum yield stress and a gel time greater than the time required for the slurry to fill the critical plugging target area are selected. Obtain the post-blocking head value of the node where the key blocking target area is located, and take the sum of the water pressure corresponding to the post-blocking head value and the friction loss of the grout flowing in the pipeline as the required grouting pressure; Based on the grout formulation, grouting pressure, and equivalent pipe diameter of the key sealing target area, the diffusion radius of the grout in the equivalent pipe is calculated, and the injection rate is determined according to the diffusion radius and gelation time. The grouting pressure, injection rate, and grout formulation are used as the grouting parameters.

7. The method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization according to claim 1, characterized in that, The process of performing grouting operations in S3 also includes real-time determination of grouting termination conditions: Real-time acquisition of grouting pressure and grouting flow rate data at the grouting orifice; calculation of the product of the grouting pressure and grouting flow rate to obtain the grouting power; When the grouting power suddenly increases and the grouting pressure reaches or exceeds the target grouting pressure, it is determined that the key sealing target area has been filled with grout and enters the surrounding rock safety verification stage. The maximum real-time grouting pressure during the grouting process is obtained, and the difference between the maximum real-time grouting pressure and the initial water head at the node where the key sealing target area is located is calculated to obtain the additional grouting water head. Divide the additional grouting head by the seepage path length from the key sealing target area to the surrounding free surface or weak permeable boundary to obtain the actual hydraulic gradient borne by the surrounding rock. When the actual hydraulic gradient experienced by the surrounding rock is less than or equal to the allowable hydraulic gradient of the surrounding rock, it is determined that the surrounding rock has not undergone hydraulic fracturing, and the grouting operation in the current target area is terminated.

8. A method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization according to claim 1, characterized in that, In step S4, the hydraulic parameters of the newly added lateral bypass channel after the blockage are retrieved based on the actual pollutant concentration data, specifically including: Obtain the concentration response time series data of each downstream monitoring node in the equivalent pipeline network model after the blockage, as well as the measured concentration response time series data of the corresponding monitoring points; For each downstream monitoring node, the difference between the time when the measured concentration first exceeds the detection limit and the time when the predicted concentration first exceeds the detection limit in the concentration response time series data is calculated to obtain the concentration response time difference of that monitoring node; The direction corresponding to the downstream monitoring node with the smallest concentration response time difference is determined as the main expansion direction of the lateral flow channel; Based on the main expansion direction, an equivalent bypass pipe connecting the upstream and downstream nodes is added on the corresponding side of the key blocking target area in the equivalent pipe network model, as an equivalent expression of the lateral bypass channel. The original flow rate through the key blocking target area before blocking and the sum of the measured flow rates of each downstream monitoring node after blocking are obtained. The difference between the original flow rate and the sum of the measured flow rates is taken as the bypass flow rate through the lateral bypass channel. The equivalent hydraulic conductivity coefficient of the lateral flow channel is calculated based on the flow rate around the channel, the length of the lateral flow channel, and the head difference in the main extension direction.

9. A groundwater pollution source blocking system for abandoned mines based on dynamic optimization, characterized in that, include: The equivalent pipeline network model construction unit is used to acquire hydrogeological data of the target abandoned mine to construct a three-dimensional numerical model of groundwater, and to calibrate the parameters of the three-dimensional numerical model using tracer penetration curves obtained from tracer experiments; based on the calibrated three-dimensional numerical model, dominant water-conducting channels are identified, and an equivalent pipeline network model composed of the dominant water-conducting channels is constructed. The critical plugging target area screening unit is used in the equivalent pipeline network model to screen candidate plugging target areas with the objective function of maximizing the pollutant flux reduction rate at downstream monitoring points after plugging; for each candidate plugging target area, the hydraulic gradient increment of the surrounding rock caused by plugging is calculated; the candidate plugging target areas whose hydraulic gradient increment is less than the allowable hydraulic gradient of the surrounding rock are identified as critical plugging target areas, and the grouting parameters corresponding to the critical plugging target areas are calculated. A grouting and sealing operation unit is used to perform grouting operations based on the location of the key sealing target area and the grouting parameters, forming a barrier in the key sealing target area; The flow inversion and dynamic optimization unit is used to collect actual pollutant concentration data at downstream monitoring points after the barrier is formed. When the deviation between the actual pollutant concentration data and the concentration predicted by the equivalent pipe network model at the same time exceeds a preset safety threshold, the hydraulic parameters of the newly added lateral bypass channel after the blockage are retrieved based on the actual pollutant concentration data. The lateral bypass channel is then added to the equivalent pipe network model, and the method in the key blockage target area screening unit is re-executed until the deviation is less than or equal to the preset safety threshold.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that, The computer program is executed by a processor as described in any one of claims 1-8: a method for blocking groundwater pollution sources in abandoned mines based on dynamic optimization.

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