Permanent curtain grouting construction method for deep and thick covering layer in high-water-head flowing water environment

Abstract

The invention discloses a permanent curtain grouting construction method for a deep and thick covering layer in a high-water-head dynamic water environment, and relates to the field of curtain grouting construction.The permanent curtain grouting construction method comprises the steps that the arrangement positions and drilling angles of grouting holes are obtained according to high-water-head dynamic water environment information and grouting construction requirements, and drilling and grouting pipe hammering operation are conducted through drilling equipment; forming a covering layer grouting hole; the standard degree of the covering layer grouting hole is predicted based on water flow and water pressure information at the high-water-head flowing water environment before and after drilling, and the angle and position of the covering layer grouting hole are corrected according to the standard degree; after the covering layer grouting hole cleaning and water pressing test is executed, grouting liquid is poured into the covering layer grouting hole for curtain grouting construction operation; construction parameters in the curtain grouting construction process are obtained, the probability of secondary curtain grouting is analyzed based on the construction parameters, and a construction plan of secondary curtain grouting is generated. Grouting is conducted in a graded pressurizing mode, grouting liquid can be distributed more evenly, and the situation that a grouting layer is not uniform is avoided.

Description

Technical Field

[0001] The present invention relates to the field of curtain grouting construction, and more specifically, to a permanent curtain grouting construction method for deep overburden layers in a high-head dynamic water environment. Background Art

[0002] A high-head dynamic water environment generally refers to an environment where, in a groundwater flow environment, the water head (i.e., the potential energy of water) is relatively high, and the water body is in a dynamic flow state. The water head refers to the combined quantity of the water pressure in the water body (related to the hydrostatic pressure) and the height of the water. In a high-head dynamic water environment, the groundwater flows at a relatively fast speed, and the hydrostatic pressure value of the water is relatively high. This environment has an important impact on aspects such as grouting and the safety of underground structures.

[0003] Permanent curtain grouting refers to injecting grout into underground soil layers or rock formations during the construction of underground projects (such as tunnels, underground storage tanks, basements, etc.) to effectively isolate groundwater or prevent groundwater leakage, forming a lasting waterproof barrier (curtain). This curtain has long-term stability, can prevent the penetration of groundwater, and ensure the safety of underground structures.

[0004] However, in the existing technology during the process of curtain grouting, it is impossible to judge the rationality of the positions of grouting holes, and the positions of grouting holes directly affect the penetration effect of the grout and the formation of the barrier. If the positions are inappropriate, the grout cannot penetrate evenly or effectively into the target positions of the soil layer or rock formation, resulting in poor sealing of the waterproof layer and being unable to play an effective waterproof role.

[0005] Regarding the problems in the related technology, no effective solution has been proposed yet. Summary of the Invention

[0006] Regarding the problems in the related technology, the present invention proposes a permanent curtain grouting construction method for deep overburden layers in a high-head dynamic water environment to overcome the above-mentioned technical problems existing in the existing related technologies.

[0007] To this end, the specific technical solution adopted by the present invention is as follows: A permanent curtain grouting construction method for deep overburden layers in a high-head dynamic water environment, comprising the following steps:

[0008] S1. Obtain the layout positions and drilling angles of grouting holes according to the high-head dynamic water environment information and grouting construction requirements, and use drilling equipment to perform drilling and grouting pipe hammering operations to form overburden grouting holes;

[0009] S2. Predict the compliance degree of the overburden grouting holes based on the water flow and water pressure information at the high-head dynamic water environment before and after drilling, and correct the angles and positions of the overburden grouting holes according to the compliance degree;

[0010] S3. After performing hole cleaning and water pressure tests on the grouting holes in the overburden layer, the curtain grouting construction operation is carried out by injecting grouting fluid into the grouting holes in the overburden layer in a step-by-step pressurization manner;

[0011] S4. Obtain the construction parameters during the curtain grouting construction process, analyze the probability of secondary curtain grouting based on the construction parameters, and generate a construction plan for secondary curtain grouting using the probability results.

[0012] Furthermore, in the above-mentioned S1, obtaining the layout position and drilling angle of the grouting holes according to the high-head dynamic water environment information and grouting construction requirements includes:

[0013] S11. Determine the number of grouting holes to be arranged based on the area weight method, the area of the area to be grouted in the high-head dynamic water environment and the total area, and combine the groundwater level, head height and dynamic water rate in the area to be grouted in the high-head dynamic water environment as the grouting position data;

[0014] S12. Use the density peak analysis technique to cluster and confirm the representative points for the grouting position data, and divide the three-dimensional data space with the representative points as the center and the mean value of the area to be grouted as the radius;

[0015] S13. Judge the data distribution in the adjacent area of the representative point in the three-dimensional data space to obtain the density adjacent clustering, and at the same time analyze the local density between the representative point and any data point in the grouting position data;

[0016] S14. Construct a decision graph based on the density adjacent clustering and local density, and obtain the data points with local density greater than the data points centered on the representative point as the predicted layout position points of the grouting holes;

[0017] S15. Arbitrarily select a predicted layout position point as the starting point for inverse transformation processing, determine the layout position of the grouting hole according to the inverse transformation result, and obtain the drilling angle of the grouting hole in combination with the grouting construction requirements.

[0018] Furthermore, the above-mentioned S2 includes:

[0019] S21. Obtain the water flow and water pressure information under the high-head dynamic water environment before and after drilling, select some information to compare the change trends of the water flow and water pressure information before and after drilling, and obtain the change data of the high-head dynamic water environment;

[0020] S22. Based on the change data and the unsupervised planning technology, construct an evaluation element space, use the evaluation element space to determine the change data coding, and use the difference technology to adjust the smoothness of the change data coding;

[0021] S23. Calculate the correlation coefficient of the change data coding, combine the correlation coefficient with the estimation accuracy of the compliance degree to determine the order of the autoregressive model, and find the likelihood function of the change data coding;

[0022] S24. Analyze the compliance degree corresponding to the maximum likelihood function, determine the parameters corresponding to the autoregressive model based on the compliance degree, and input the remaining changing data into the autoregressive model to predict the trends of water flow and water pressure;

[0023] S25. Evaluate the compliance degree of the grouting holes in the overburden layer based on the results of the water flow and water pressure trends. When the compliance degree is less than or equal to the preset value, correct the angles and positions of the grouting holes in the overburden layer. When the compliance degree is greater than the preset value, stop the compliance degree analysis.

[0024] Further, the S3 includes:

[0025] S31. Use the gripper to move the soil in the grouting hole of the overburden layer outside the grouting hole of the overburden layer. After lifting the drilling equipment by a preset height, form a grouting test section, and start the water pump to supply water to the grouting test section;

[0026] S32. Adjust the water supply volume of the water pump to the maximum for the hole cleaning work of the grouting hole in the overburden layer, and observe the return water condition at the hole cleaning place of the grouting hole in the overburden layer during the hole cleaning process. Stop the water supply when the return water is clear and no soil flows out;

[0027] S33. Divide the grouting test section into three groups according to the hole depth for sectional water pressure tests. Analyze the permeability coefficient of the grouting hole in the overburden layer based on the water pressure test results, and determine the grouting pressure and grouting volume based on the permeability coefficient;

[0028] S34. After testing the fluidity of the grouting fluid using the slump test technique, perform the curtain grouting construction operation in the grouting hole of the overburden layer using the step - by - step pressurization method based on the grouting pressure and grouting volume.

[0029] Further, the S33 includes:

[0030] S331. Divide the grouting test section into the upper section, middle section and lower section according to the hole depth increment rule, and install the water pressure test equipment and plug at the lower section position. At the same time, isolate the upper section and the middle section and send water to the lower section;

[0031] S332. Observe the water flow rate during the water supply process and the water pressure flow rate within a preset time period after the water flow rate does not change. Calculate the permeability coefficient of the lower section based on the water pressure flow rate to complete the water pressure test;

[0032] S333. After the water pressure test of the lower section is completed, use the water pressure test equipment and plug to conduct the water pressure test between the lower section and the end section to obtain the permeability coefficient of the grouting test section;

[0033] S334. Characterize the density of the grouting fluid according to the ratio of mass to volume. Based on the density and bimodal characteristics, extract the equivalent diameter corresponding to the particle raw material information in the grouting fluid, and combine the equivalent diameter with the three - dimensional surface information to analyze the spatial volume of the particle raw materials;

[0034] S335. Calculate the grouting volume by combining the spatial volume, the water content during the preparation of the grouting fluid, and the permeability coefficient, and analyze the required grouting pressure during grouting based on the depth of the grouting holes in the overburden layer.

[0035] Furthermore, the calculation formula for the permeability coefficient of the grouting test section is:

[0036]

[0037] In the formula, m represents the permeability coefficient of the grouting test section, Q represents the water injection flow rate, h z represents the net water head corresponding to the water level height, ρ represents the water pressure during the water injection test, γ represents the unit weight of the water flow, F e represents the depth of the grouting holes in the overburden layer, T represents the seepage area, ΔH represents the head difference, L represents the length of the grouting test section, and r represents the radius of the grouting holes in the overburden layer.

[0038] Furthermore, the calculation formula for the grouting volume is:

[0039] A Injection Volume = m×[1-(∫∫(G(a,b)-G min )dadb)+A water ;

[0040] In the formula, A Injection Volume represents the grouting volume, m represents the permeability coefficient, G(a,b) represents the three-dimensional surface function generated by the width a and length b of the granular raw materials in the grouting fluid, da represents the increment corresponding to the width a of the granular raw materials in the grouting fluid, db represents the increment corresponding to the length b of the granular raw materials in the grouting fluid, A water represents the water content during the preparation of the grouting fluid.

[0041] Furthermore, the S34 includes:

[0042] S341. Uniformly fill the grouting fluid into the slump mold for slump height measurement, analyze the fluidity of the grouting fluid based on the measurement results, and adjust the preparation ratio of the grouting fluid based on the fluidity results;

[0043] S342. Generate a three-dimensional structural model based on the grouting holes in the overburden layer and the high-head dynamic water environment, and partition the grouting holes in the overburden layer according to the positional relationship of the grouting holes in the overburden layer using the three-dimensional structural model;

[0044] S343. Generate a grouting sorting equation with the grouting pressure and grouting volume as variables and the crack line density, initial injection rate, and crack filling rate of the area to be grouted as constraint conditions according to the partitioning results;

[0045] S344. Solve the grouting sequence result of the overburden grouting holes under constraints according to the grouting sequence equation and the Shell sort technology, and perform the curtain grouting construction operation in the overburden grouting holes in a step-by-step pressure increasing manner.

[0046] Furthermore, the S343 includes:

[0047] S3431. Determine the number of grouting machine equipment according to the overburden grouting hole zoning result, and construct an undirected graph with vertices based on the working speed of the grouting machine, the depth of the overburden grouting holes, and the grouting volume of the overburden grouting holes;

[0048] S3432. Generate an initial grouting sequence plan based on the undirected graph with vertices, obtain the completion duration of the initial grouting sequence plan, and calculate the average completion duration and the left and right dispersion according to the number of overburden grouting holes;

[0049] S3433. Use the average completion duration and the left and right dispersion to construct a one-dimensional triangular fuzzy number for the initial grouting sequence plan, and select the fracture line density, the initial injection rate, and the fracture filling rate in the area to be grouted as the constraint conditions;

[0050] S3434. Aggregate the one-dimensional triangular fuzzy number and the constraint conditions based on the dynamic weighting technology to obtain a comprehensive unit number, generate an attribute matrix according to the comprehensive unit number, and combine it with the weight vector to obtain the grouting sequence equation.

[0051] Furthermore, the operation of performing the curtain grouting construction in the overburden grouting holes in a step-by-step pressure increasing manner in the S344 includes:

[0052] S3441. According to the grouting sequence result of the overburden grouting holes, move the grouting machine to the designated position of the overburden grouting holes to load the grouting fluid, and initially inject the grouting fluid into the overburden grouting holes according to the low-pressure range;

[0053] S3442. Judge the penetration situation of the grouting fluid during the low-pressure injection process, adjust the ratio of the grouting fluid according to the penetration situation, and increase the injection pressure after the low-pressure grouting stage is completed to inject the grouting fluid into the medium-pressure grouting stage;

[0054] S3443. After reaching the depth corresponding to the target value, adjust the injection pressure to the maximum value to inject the grouting fluid into the final pressure grouting stage, and complete the curtain grouting construction operation in the overburden grouting holes.

[0055] The beneficial effects of the present invention are:

[0056] 1. According to the information of the high - head dynamic water environment and the design requirements, the present invention accurately determines the positions and drilling angles of grouting holes, avoiding the problems of ineffective grouting or drilling deviation caused by blindly selecting positions and angles in traditional grouting construction. At the same time, by monitoring and analyzing the water flow and water pressure data of the high - head dynamic water environment before and after drilling, it is possible to evaluate in real - time whether the grouting holes meet the standards, avoiding subsequent problems caused by initial misjudgment, such as grouting hole failure or construction delay. After performing hole cleaning and water pressure tests, a stepped - pressure grouting method is adopted, which helps to distribute the grouting fluid more evenly, avoid uneven grouting layers, form an efficient and stable curtain, and effectively improve the waterproof and reinforcement effects.

[0057] 2. The present invention uses the area - weight method to combine the area of the area to be grouted with the total area of the high - head dynamic water environment, scientifically and reasonably determines the number of grouting holes to be arranged, avoiding the problem of too many or too few holes, ensuring the grouting requirements for covering the entire area. At the same time, by incorporating factors such as groundwater level, head height, and dynamic water velocity, it can ensure that the selection of grouting hole positions fully considers the influence of dynamic water. And based on density peak analysis, it can ensure that the grouting holes are arranged in the areas that most need reinforcement and sealing, thereby improving the waterproof and reinforcement effects.

[0058] 3. By obtaining and analyzing real - time water flow and water pressure change data, the present invention can accurately predict the compliance of grouting holes, and dynamically adjust the positions and angles of grouting holes according to the actual situation, thereby ensuring the efficient and precise execution of the project. By accurately predicting compliance and timely correcting potential problems, it can effectively avoid construction risks brought by abnormal water flow and water pressure, and avoid project failure or rework caused by improper design or operation errors.

[0059] 4. By dividing the grouting test section into three groups for water pressure tests, the present invention can more accurately measure the pore permeability at different depths, evaluate the water flow and pressure changes at different depth levels, help determine the appropriate pressure and flow rate to be applied at each stage, avoid unnecessary construction problems caused by too high or too low pressure. At the same time, the fluidity of the grouting fluid is tested through slump tests to ensure that the grouting fluid can flow smoothly under different geological conditions, avoiding the situation where the grouting fluid cannot penetrate to the predetermined depth or position due to poor fluidity. Brief Description of the Drawings

[0060] Figure 1 is a flow chart of the permanent curtain grouting construction method for deep overburden layers under high - head dynamic water environments of the present invention. Detailed Embodiments

[0061] To further illustrate each embodiment, the present invention provides accompanying drawings, which are part of the disclosure of the present invention. They are mainly used to illustrate the embodiments and can be combined with the relevant descriptions in the specification to explain the operating principles of the embodiments. With reference to these contents, those of ordinary skill in the art should be able to understand other possible implementation manners and the advantages of the present invention.

[0062] According to an embodiment of the present invention, a construction method for permanent curtain grouting of deep overburden layers in a high-head dynamic water environment is provided.

[0063] The present invention will be further described below in conjunction with the accompanying drawings and specific implementation manners. As Figure 1 shown, the construction method for permanent curtain grouting of deep overburden layers in a high-head dynamic water environment according to an embodiment of the present invention includes:

[0064] Step S1, obtain the layout position and drilling angle of the grouting holes according to the high-head dynamic water environment information and grouting construction requirements, and use drilling equipment to perform drilling and grouting pipe hammering operations to form overburden grouting holes.

[0065] In one embodiment, when obtaining the layout position and drilling angle of the grouting holes according to the high-head dynamic water environment information and grouting construction requirements, the number of grouting holes can be determined based on the area weight method, the area of the area to be grouted in the high-head dynamic water environment and the total area, and the groundwater level, head height and dynamic water rate in the area to be grouted in the high-head dynamic water environment are used as grouting position data; the density peak analysis technology is used to cluster and confirm the representative points for the grouting position data, and a three-dimensional data space is divided with the representative points as the center and the mean value of the area to be grouted as the radius; judge the data distribution in the adjacent area of the representative points in the three-dimensional data space to obtain the density adjacent clustering, and at the same time analyze the local density between the representative points and any data points in the grouting position data; construct a decision graph according to the density adjacent clustering and the local density, and obtain the data points with local density greater than the data points centered on the representative points as the predicted layout position points of the grouting holes; arbitrarily select a predicted layout position point as the starting point for inverse transformation processing, determine the layout position of the grouting holes according to the inverse transformation result, and obtain the drilling angle of the grouting holes in combination with the grouting construction requirements.

[0066] It should be explained that in the process of obtaining the drilling angle of the grouting holes, the total area of the area to be grouted, the area of the area to be grouted, the groundwater level, head height and dynamic water rate in the area to be grouted are obtained;

[0067] According to the ratio of the area to be grouted to the total area, calculate the area weight of the area to be grouted. The number of grouting holes is proportional to the area weight, so the number of grouting holes = reference number / area weight;

[0068] The input data includes groundwater level, head height, and hydrodynamic velocity. The data of the area to be grouted is converted according to a three-dimensional coordinate system, usually represented by (x, y, z) coordinates. The data of each point includes its geographical location and related hydrogeological parameters: Point Data = (x, y, z, groundwater level, head height, hydrodynamic velocity). Using these hydrogeological data as input and combining with the geographical location data of the area to be grouted, the spatial location and hydrogeological information of each data point are obtained, and a grouting position dataset is output, which contains the three-dimensional coordinates and related hydrogeological information of each point in the area to be grouted;

[0069] Apply the Density Peaks Clustering algorithm to the collected grouting position data to determine the representative points:

[0070] Local Density: The local density of each point reflects the data density in the area near the point and is calculated using the Euclidean distance:

[0071]

[0072] In the formula, ||g i -g j || represents the Euclidean distance between point i and point j, and c represents a smoothing parameter, usually determined by the scale of the data.

[0073] Distance to Higher Density: The distance to higher density of each point represents the distance between the point and the points with higher density, and the calculation formula is:

[0074]

[0075] Select the points with high distance to higher density and large local density as the representative points (i.e., clustering centers), and output the set of representative points (i.e., the center points of the clusters). These points can be used as the candidate positions for grouting holes.

[0076] Calculate the area mean of the area to be grouted as the radius for dividing the three-dimensional space. For each representative point, set a spherical space with this point as the center and the radius. According to the defined space range, determine the other grouting position points within this space, and output the neighboring area of each representative point and the grouting positions within this area.

[0077] Perform density proximity clustering on the adjacent areas of each representative point. By calculating the distance between each data point and the representative point and combining the local density to determine the clustering belonging of the data points. For each data point, calculate its local density and determine whether the density of this point is higher than the threshold around the representative point. Consider the points with local density greater than that around the representative point as potential grouting hole positions, output the density proximity clustering results, and the predicted layout position points of the grouting holes with local density greater than that of the representative point.

[0078] Use the results of density proximity clustering and local density analysis to construct a decision diagram, which visualizes the local density of each grouting hole position to assist in the decision of whether to layout the grouting holes. In the decision diagram, the data points with larger local density are marked as possible grouting hole layout points, and output the decision diagram, showing the local density and the recommended layout position of each potential grouting hole.

[0079] Select a predicted layout position point from the decision diagram and perform an inverse transformation on it, that is, adjust the position of the point through mathematical transformations (such as rotation, translation) to optimize the layout of the grouting holes. This transformation can be adjusted according to construction requirements (such as grouting depth, hole spacing, hole angle, etc.), and output the layout position after the inverse transformation.

[0080] According to the results after the inverse transformation, determine the specific positions of each grouting hole, and based on construction requirements (such as grouting depth, hole spacing, hole angle), calculate the drilling angle of each grouting hole. Usually, the drilling angle can be determined by the shortest path method (for example, the path from the surface to the water layer), and output the layout positions and drilling angles of each grouting hole.

[0081] Therefore, by combining the area weight method, density peak analysis technology and local density analysis, the positions and drilling angles of the grouting holes can be determined to form an accurate layout plan.

[0082] Step S2, predict the compliance of the overburden grouting holes based on the water flow and water pressure information at the high-head dynamic water environment before and after drilling, and correct the angles and positions of the overburden grouting holes according to the compliance.

[0083] In one embodiment, when predicting the compliance of the overburden grouting holes based on the water flow and water pressure information in the high-head dynamic water environment before and after drilling, and correcting the angles and positions of the overburden grouting holes according to the compliance, the water flow and water pressure information in the high-head dynamic water environment before and after drilling can be obtained. Select some information to compare the change trends of the water flow and water pressure information before and after drilling to obtain the change data of the high-head dynamic water environment. Based on the change data and the unsupervised planning technology, an evaluation element space is constructed. The evaluation element space is used to determine the change data coding, and the differential technology is used to adjust the smoothness of the change data coding. Calculate the correlation coefficient of the change data coding, combine the correlation coefficient with the compliance estimation accuracy to determine the order of the autoregressive model, and find the likelihood function of the change data coding. Analyze the compliance corresponding to the maximum of the likelihood function, determine the parameters corresponding to the autoregressive model based on the compliance, and input the remaining change data into the autoregressive model to predict the water flow and water pressure trends. Evaluate the compliance of the overburden grouting holes based on the water flow and water pressure trend results. When the compliance is less than or equal to the preset value, correct the angles and positions of the overburden grouting holes. When the compliance is greater than the preset value, stop the compliance analysis.

[0084] It should be noted that obtaining the water flow and water pressure information in the high-head dynamic water environment before and after drilling includes:

[0085] Water flow information before drilling: such as water flow velocity; water pressure information before drilling: such as water head height; water flow information after drilling: such as water flow velocity after drilling; water pressure information after drilling: such as water head height after drilling;

[0086] Specifically, collect the water flow and water pressure data before and after drilling. These data come from the monitoring points in the high-head dynamic water environment. Ensure that the distribution of the monitoring points can represent the hydrographic environment of the entire area to be grouted. These data can be collected through sensors or geological monitoring equipment. Usually, the water flow information is represented by the flow velocity or flow rate, and the water pressure information is represented by the water head height. Finally, output the water flow and water pressure data in the high-head dynamic water environment before and after drilling.

[0087] Select the key information of the water flow and water pressure before and after drilling for comparison, arrange the change data in chronological or spatial order, observe its change trend, specifically through time series analysis or spatial distribution analysis, find the change patterns and rules, and output the water flow and water pressure change trends.

[0088] Take the change data of the water flow and water pressure as the input, and use unsupervised learning techniques (such as clustering analysis or principal component analysis) to construct an evaluation element space. This space is used to describe the characteristic changes of different regions in terms of water flow and water pressure. For example, use K-means clustering or hierarchical clustering to divide the regions into different clusters according to the change data of the water flow and water pressure. The constructed evaluation element space is used to reflect the change data pattern of the high-head dynamic water environment, and output the evaluation element space.

[0089] Encode the changing data in the evaluation factor space. Usually, the encoding method can adopt standardization processing. The encoded data can be further used for the adjustment of differential technology to ensure the stationarity of the encoded data. Calculate the correlation coefficient between the encoded changing data and the target variable (such as water flow or water pressure) to quantify the relationship between the changing data and water flow and water pressure. Evaluate the effectiveness of the encoded changing data through the correlation coefficient. When the correlation coefficient is close to 1, it indicates that the data change is highly correlated with the target variable.

[0090] In step S3, after the hole cleaning and water pressure test of the overburden grouting hole are performed, the grouting liquid is poured into the overburden grouting hole in a stepped pressure increasing manner for curtain grouting construction operation.

[0091] In one embodiment, after the hole cleaning and water pressure test of the overburden grouting hole are performed, when the grouting liquid is poured into the overburden grouting hole in a stepped pressure increasing manner for curtain grouting construction operation, the grabber can be used to move the soil in the overburden grouting hole outside the overburden grouting hole, lift the drilling equipment by a preset height to form a grouting test section, and start the water pump to supply water to the grouting test section; adjust the water supply volume of the water pump to the maximum for the hole cleaning work of the overburden grouting hole, and observe the backwater condition at the hole cleaning position of the overburden grouting hole during the hole cleaning process, and stop the water supply when the backwater is clear and no soil flows out; divide the grouting test section into three groups according to the hole depth for sectional water pressure test, analyze the permeability coefficient of the overburden grouting hole according to the water pressure test results, and determine the grouting pressure and grouting volume based on the permeability coefficient; after testing the fluidity of the grouting liquid by using the slump test technology, perform the curtain grouting construction operation in the overburden grouting hole in a stepped pressure increasing manner based on the grouting pressure and grouting volume.

[0092] In one embodiment, when dividing the grouting test section into three groups according to the hole depth for sectional water pressure test, analyzing the permeability coefficient of the overburden grouting hole according to the water pressure test results, and determining the grouting pressure and grouting volume based on the permeability coefficient, the grouting test section can be divided into the upper section, the middle section and the lower section according to the hole depth increasing rule, and the water pressure test equipment and plugs are installed at the lower section position, and at the same time, the upper section and the middle section are isolated and water is sent to the lower section; observe the water flow rate during the water supply process and the water pressure flow rate within a preset time after the water flow rate does not change, calculate the permeability coefficient of the lower section according to the water pressure flow rate to complete the water pressure test; after the water pressure test of the lower section is completed, use the water pressure test equipment and plugs to perform the water pressure test between the lower section and the terminal to obtain the permeability coefficient of the grouting test section; characterize the density of the grouting liquid according to the mass-to-volume ratio, extract the equivalent diameter corresponding to the particle raw material information in the grouting liquid based on the density and the bimodal characteristics, and combine the equivalent diameter with the three-dimensional surface information to analyze the spatial volume of the particle raw material; combine the spatial volume, the water content during the preparation of the grouting liquid and the permeability coefficient to calculate the grouting volume, and analyze the grouting pressure required during grouting according to the depth of the overburden grouting hole.

[0093] Specifically, the calculation formula for the permeability coefficient of the grouting test section is as follows:

[0094]

[0095] In the formula, m represents the permeability coefficient of the grouting test section, Q represents the water injection flow rate, h z represents the net water head corresponding to the water level height, ρ represents the water pressure during the water pressure test, γ represents the unit weight of the water flow, F e represents the hole depth of the overburden grouting hole, T represents the seepage area, ΔH represents the water head difference, L represents the length of the grouting test section, and r represents the radius of the overburden grouting hole.

[0096] Among them, the calculation formula for the grouting volume is as follows:

[0097] A Injection Volume = m×[1-(∫∫(G(a,b)-G min )dadb)+A water ;

[0098] In the formula, A Injecti on Volume represents the grouting volume, m represents the permeability coefficient, G(a,b) represents the three-dimensional surface function generated by the width a and length b of the granular raw material in the grouting fluid, da represents the increment corresponding to the width a of the granular raw material in the grouting fluid, db represents the increment corresponding to the length b of the granular raw material in the grouting fluid, and A water represents the water content during the preparation of the grouting fluid.

[0099] It should be noted that during the process of removing the soil in the overburden grouting hole by the gripper, setting up the grouting test section, supplying water, clearing the hole, conducting the water pressure test, and calculating the permeability coefficient, and finally determining the grouting pressure and grouting volume, the gripper device is connected to the drilling equipment, and an appropriate type of gripper is selected according to the actual situation. The function of the gripper is to effectively move the soil in the overburden grouting hole to the outside of the hole. The gripper should have sufficient strength and grasping ability to adapt to the characteristics of the soil to be removed.

[0100] Soil removal operation: Start the gripper and gradually extract and remove the soil in the overburden grouting hole according to the set operation procedure and time. During this process, it is necessary to monitor the looseness of the soil in the hole to ensure that the gripper can work smoothly.

[0101] The specific parameters are as follows:

[0102] Maximum grasping depth of the gripper: Select according to the drilling depth and soil properties. For example, the possible grasping depth is 5m;

[0103] Grasping ability of the gripper: The maximum grasping force can be set to 2000N to ensure that the soil in the hole can be effectively removed;

[0104] Removed soil volume: Calculate the amount of soil removed per operation based on the diameter and depth of the hole. The diameter is 0.5 m and the depth is 5 m, and the removed soil volume is 0.785 m 3 .

[0105] Lift the drilling equipment to a preset height, which is usually part or all of the predetermined grouting depth of the grouting hole. After setting the height, a grouting test section is formed, and ensure the stability of the equipment to prevent the experimental results from being affected by vibration or inclination. Assume the height adjustment of the drilling equipment is 3 m, and this part of the area will be used as the test section for subsequent grouting and water pump water supply experiments. Lifting height of the drilling equipment: Assume it is 3 m; Length of the test section: 3 m.

[0106] Turn on the water pump switch to ensure the normal working state of the water pump. Gradually adjust the water supply volume of the water pump when starting to supply water until the predetermined maximum water supply volume is reached. This process requires monitoring the working pressure of the water pump to avoid overload and ensure that the water supply volume of the water pump meets the requirements of the grouting test, usually at a relatively high flow rate for hole cleaning operation. Maximum water supply volume of the water pump: Assume it is 200 L / min; Water supply pressure of the water pump: For example, the working pressure of the water pump is 5 bar.

[0107] After starting to supply water, observe the return water condition of the grouting hole in the overburden layer. The purpose of hole cleaning is to wash out the soil and impurities in the hole through the maximum water supply volume of the water pump, so as to prepare the hole position for subsequent grouting. The water quality and soil condition in the return water are crucial. If the return water is clear and no soil flows out, it means the hole has been cleaned and the water supply can be stopped. If the return water still contains soil, continue to supply water until the water quality meets the requirements.

[0108] Specifically, set the initial water supply to last for 10 minutes, with a maximum flow rate of 200 L / min. Observe the return water condition and the sediment content in the water. If the sediment content is below 0.1%, it is considered that the hole is cleaned.

[0109] According to the hole depth, divide the grouting test section into three groups for sectional water pressure tests. The length of each test section can be divided as follows: The first group is 0 - 1 m; The second group is 1 - 2 m; The third group is 2 - 3 m; Start the water pump in each test section and gradually increase the water pressure (such as 2 bar, 4 bar, and 6 bar) until the predetermined water pressure is reached. Record the water flow rate and pressure change in each test section.

[0110] By measuring the water flow rate and pressure change in each test section, analyze the permeability coefficient of the grouting hole using Darcy's law, and estimate the required grouting pressure and grouting volume based on the permeability coefficient.

[0111] In one embodiment, after testing the fluidity of the grouting fluid using the slump test technique, when performing curtain grouting construction operations in the overburden grouting holes using a stepped pressure application method based on the grouting pressure and grouting volume, the grouting fluid can be evenly filled into the slump mold for slump height measurement. The fluidity of the grouting fluid can be analyzed based on the measurement results, and the preparation ratio of the grouting fluid can be adjusted based on the fluidity results. A three-dimensional structure model is generated based on the overburden grouting holes and the high-head dynamic water environment. Using the three-dimensional structure model, the overburden grouting holes are partitioned according to their positional relationships. According to the partitioning results, a grouting sequencing equation is generated with the grouting pressure and grouting volume as variables and the fracture line density, initial injection rate, and fracture filling rate in the area to be grouted as constraint conditions. According to the grouting sequencing equation and the Shell sort technique, the grouting sequencing results of the overburden grouting holes under the constraint conditions are solved, and the curtain grouting construction operations in the overburden grouting holes are performed according to the stepped pressure application method.

[0112] Specifically, when generating a grouting sequencing equation with the grouting pressure and grouting volume as variables and the fracture line density, initial injection rate, and fracture filling rate in the area to be grouted as constraint conditions according to the partitioning results, the number of grouting machine equipment can be determined based on the overburden grouting hole partitioning results, and an undirected graph with vertices can be constructed according to the working speed of the grouting machine, the depth of the overburden grouting holes, and the grouting volume of the overburden grouting holes. An initial grouting sequencing plan is generated based on the undirected graph with vertices, the completion time of the initial grouting sequencing plan is obtained, and the average completion time and left-right dispersion are calculated according to the number of overburden grouting holes. A one-dimensional triangular fuzzy number is constructed for the initial grouting sequencing plan using the average completion time and left-right dispersion, and the fracture line density, initial injection rate, and fracture filling rate in the area to be grouted are selected as constraint conditions. Based on the dynamic weighting technique, the one-dimensional triangular fuzzy number and the constraint conditions are aggregated to obtain a comprehensive unit number, and an attribute matrix is generated according to the comprehensive unit number and combined with the weight vector to obtain the grouting sequencing equation.

[0113] Among them, performing the curtain grouting construction operations in the overburden grouting holes according to the stepped pressure application method includes: according to the grouting sequencing results of the overburden grouting holes, moving the grouting machine to the designated position of the overburden grouting hole to load the grouting fluid, and initially injecting the grouting fluid into the overburden grouting hole according to the low-pressure range. Judge the penetration situation of the grouting fluid during the low-pressure injection process, adjust the mixing ratio of the grouting fluid according to the penetration situation, and increase the injection pressure after the low-pressure grouting stage is completed to inject the grouting fluid into the medium-pressure grouting stage. After reaching the depth corresponding to the target value, adjust the injection pressure to the maximum value to inject the grouting fluid into the final-pressure grouting stage, and complete the curtain grouting construction operations in the overburden grouting holes.

[0114] It should be noted that during the construction operation of curtain grouting in the overburden grouting holes, according to the grouting sequence results of the overburden grouting holes, the grouting machine is moved to the designated position according to the grouting sequence to ensure that the grouting machine can smoothly load the grouting fluid and inject it into the overburden grouting holes. Assume that the depth of the grouting hole is 30m; the hole diameter is 0.4m. The injection volume of the grouting fluid is proportional to the cross-sectional area of the hole, and it is divided into low-pressure, medium-pressure, and high-pressure injection stages according to the permeability of the hole.

[0115] The initial injection of the grouting fluid is carried out according to the low-pressure range. The purpose of the low-pressure stage is to evenly distribute the grouting fluid into the soil layer around the hole to form a preliminary closed structure. Generally, the low-pressure range is 1-2 bar. Use the grouting machine to adjust the pressure to the initial value of the low-pressure stage, such as 1 bar (the lower limit within the low-pressure range). At this time, the grouting machine injects the grouting fluid into the overburden grouting hole. During the low-pressure injection process, observe the penetration of the grouting fluid. If the grouting fluid quickly penetrates or leaks, it indicates that the soil layer has high permeability and may require adjusting the proportion of the grouting fluid or increasing the viscosity of the grouting fluid. On the contrary, if the grouting fluid does not penetrate, the injection pressure may need to be increased.

[0116] According to the observed penetration situation, adjust the proportion of the grouting fluid, increase the concentration of the gelling material or use different types of additives. For example, in a soil layer with high permeability, a higher-concentration cement slurry or a chemical plugging agent may be used. Initially: 1:1 (cement: water), with a concentration of 20 kg / m 3 , if the permeability is high, adjust it to 1:1.2, and increase the concentration to 25 kg / m 3 , according to the hole depth and the penetration situation of the soil layer, the injection time and flow rate can be adjusted according to the actual situation. Assume that the injection flow rate is 1-3 L / min.

[0117] When the low-pressure stage ends and it is observed that the permeability of the soil layer has been partially closed, then enter the medium-pressure stage by gradually increasing the injection pressure. Medium-pressure injection is usually carried out within the range of 2-4 bar. The purpose is to further enhance the sealing of the soil layer. By adjusting the pressure control valve of the grouting machine, increase the injection pressure to 3 bar. The medium-pressure injection flow rate is 3 L / min, and the medium-pressure injection stage is 15 minutes to ensure that the grouting fluid can further penetrate and fill the voids in the soil layer.

[0118] When the grouting fluid reaches the target penetration effect in the medium-pressure stage, enter the final-pressure injection stage. In this stage, it is necessary to further increase the injection pressure to ensure that the grouting fluid fully fills the soil layer and enhances the sealing effect. The final pressure is usually between 5-10 bar, and the flow rate can be set at 4-5 L / min. The time of the final-pressure stage is 20 minutes.

[0119] When the injection pressure reaches the set maximum value and the injection flow rate gradually stabilizes, the grouting process can be stopped. Usually, if the grouting fluid no longer penetrates or the flow rate is too low, it indicates that the soil layer has been completely sealed, the grouting operation is completed, and it is confirmed that the curtain in the grouting hole of the overburden layer has been formed. The grouting effect can be verified by methods such as observing the return water and conducting a water pressure test to ensure the grouting quality.

[0120] Assume that the total grouting time for each stage is 45 minutes, and all stages add up to about 1.5 hours. After grouting is completed, observe the return water situation to ensure that there is no obvious soil backflow, indicating that the grouting effect has reached the expected level.

[0121] The construction operation of curtain grouting in the overburden layer grouting hole by the method of step-by-step pressure increase can effectively complete the entire grouting process. The key to the operation lies in the gradual increase of the injection pressure (from low pressure to medium pressure and then to final pressure), and the real-time adjustment of the grouting fluid ratio according to the soil layer permeability. The specific parameters for each stage (such as injection pressure, flow rate, time) need to be adjusted according to the actual situation to ensure the optimization of the grouting effect.

[0122] Step S4: Obtain the construction parameters during the curtain grouting construction process, analyze the probability of secondary curtain grouting based on the construction parameters, and generate a construction plan for secondary curtain grouting using the probability results.

[0123] In one embodiment, during the curtain grouting construction process, a series of construction parameters need to be collected, and these parameters will be used for subsequent analysis of the probability of secondary grouting. These parameters include but are not limited to:

[0124] Type and ratio of grouting fluid: Record the type of grouting fluid used, the ratio of cement, water, and the use of additives;

[0125] Injection pressure of grouting fluid: Record the injection pressure in the low-pressure, medium-pressure, and high-pressure stages (for example: 1 bar, 3 bar, 8 bar);

[0126] Grouting flow rate: The injection flow rate of the grouting fluid in each stage;

[0127] Hole depth and diameter: Record the depth and diameter of the grouting hole. The depth usually directly affects the grouting coverage range, and the diameter affects the fluidity of the grouting fluid;

[0128] Permeability of soil layer: Obtain the permeability coefficient of the soil layer through a water pressure test or on-site permeability test (such as a conventional water head test);

[0129] Concentration of cement slurry: The concentration and ratio of cement slurry directly affect the fluidity and permeability of the grouting fluid. A higher concentration of cement slurry may be more suitable for use in soil layers with greater permeability;

[0130] Construction time: The time for grouting in each stage (for example, the time in the low-pressure stage may be 15 minutes, and in the medium-pressure stage may be 20 minutes). The length of time is related to the grouting effect.

[0131] Performance of the return water and grouting fluid: Monitor the sediment content in the return water during construction. If the return water is clear or the sediment content is too high, it may mean that the soil layer is not completely sealed and secondary grouting is required.

[0132] After obtaining the above construction parameters, conduct statistical analysis and modeling to estimate the probability of secondary curtain grouting. Based on the analysis results, the model will output a probability value indicating whether a certain grouting process requires secondary grouting. Usually, by setting a threshold (such as 0.7), if the output probability is greater than the threshold, it is considered that secondary grouting is required. If it is less than the threshold, secondary grouting is not required.

[0133] According to the probability results of secondary grouting, formulate a construction plan for secondary grouting, and arrange the construction time, personnel allocation, equipment use, etc. based on the secondary grouting probability of each grouting hole.

[0134] For each grouting hole, calculate the probability of secondary grouting based on the analysis results of its construction parameters: If the probability of secondary grouting for a certain hole is higher than the predetermined threshold (for example, 70%), then this hole requires secondary grouting; for holes with low probability values: If the probability value is lower than the threshold, secondary grouting is not required, and this hole can be skipped or observed.

[0135] In summary, by means of the above technical solutions of the present invention, the present invention accurately determines the positions and drilling angles of grouting holes according to the information of the high-head dynamic water environment and design requirements, avoiding the problems of ineffective grouting or drilling deviation caused by blindly selecting positions and angles in traditional grouting construction. At the same time, by monitoring and analyzing the water flow and water pressure data of the high-head dynamic water environment before and after drilling, it is possible to evaluate in real time whether the grouting holes meet the standards, avoiding subsequent problems caused by initial judgment errors, such as grouting hole failure or construction delay. After performing hole cleaning and water pressure tests, grouting is carried out in a stepped pressure manner, which helps to distribute the grouting fluid more evenly, avoid uneven grouting layers, form an efficient and stable curtain, and effectively improve the waterproof and reinforcement effects. The present invention scientifically and reasonably determines the number of grouting holes to be arranged by the area weight method, combining the area to be grouted with the total area of the high-head dynamic water environment, avoiding the problem of too many or too few holes being arranged, ensuring the grouting requirements for covering the entire area. At the same time, by incorporating factors such as groundwater level, head height, and dynamic water rate, it can ensure that the selection of grouting hole positions can fully consider the influence of dynamic water, and based on density peak analysis, it can ensure that the grouting holes are arranged in the areas that most need reinforcement and sealing, thereby improving the waterproof and reinforcement effects.

[0136] Through the acquisition and analysis of real-time water flow and water pressure change data, the present invention can accurately predict the compliance degree of grouting holes, and dynamically adjust the position and angle of grouting holes according to the actual situation, so as to ensure the efficient and precise execution of the project. By accurately predicting the compliance degree and timely correcting potential problems, the construction risks brought by abnormal water flow and water pressure can be effectively avoided, and the project failure or rework caused by improper design or operation error can be avoided. The present invention divides the grouting test section into three groups for water pressure tests to more accurately measure the pore permeability at different depths, can evaluate the water flow and pressure changes at different depth levels, helps determine the appropriate pressure and flow rate to be applied at each stage, avoids unnecessary construction problems caused by too high or too low pressure, and at the same time tests the fluidity of the grouting fluid through slump tests to ensure that the grouting fluid can flow smoothly under different geological conditions, and avoids the situation that the grouting fluid cannot penetrate to the predetermined depth or position due to poor fluidity.

[0137] The above are only the preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention shall be included within the protection scope of the present invention.

Claims

1. A permanent curtain grouting construction method for deep overburden layers under high-head dynamic water environments, characterized in that The following steps are involved: S1. Obtain the layout position and drilling angle of the grouting holes according to the high head dynamic water environment information and the grouting construction requirements, and use the drilling equipment to perform drilling and grouting pipe hammering operations to form the grouting holes of the covering layer; S2. predicting the compliance of the overburden grouting holes based on the water flow and water pressure information in the high head dynamic water environment before and after drilling, and correcting the angle and position of the overburden grouting holes according to the compliance; S3. After the cleaning and water pressure test of the cover grouting holes, grouting liquid is poured into the cover grouting holes by graded pressure to perform curtain grouting construction operations; S4. Obtain construction parameters during the curtain grouting construction process, analyze the probability of requiring secondary curtain grouting based on the construction parameters, and generate a construction plan for the secondary curtain grouting using the probability results.

2. The permanent curtain grouting construction method for deep overburden layer under high-head dynamic water environment according to claim 1, characterized in that, In S1, the layout position and drilling angle of the grouting holes are obtained according to the high head dynamic water environment information and the grouting construction requirements, including: S11. Determine the number of grouting holes based on the area weight method, the area of the area to be grouted in the high head dynamic water environment and the total area, and use the groundwater level, head height and dynamic water rate of the area to be grouted in the high head dynamic water environment as grouting position data; S12. Cluster the grouting location data using density peak analysis technology to identify representative points, and divide the three-dimensional data space with the representative point as the center and the mean area of the area to be grouting as the radius; S13. Determine the data distribution of the vicinity of the representative point in the three-dimensional data space to obtain density proximity clustering, and analyze the local density between the representative point and any data point in the grouting position data; S14. construct a decision graph based on density proximity clustering and local density, and obtain data points centered on the local density greater than the representative point as the predicted location points for the layout of the grouting holes; S15. arbitrarily select a predicted layout position point as a starting point for solution transformation processing, determine the layout position of the grouting hole according to the solution transformation result, and obtain the drilling angle of the grouting hole in combination with the grouting construction requirements.

3. The permanent curtain grouting construction method for deep overburden layer under high-head dynamic water environment according to claim 1, characterized in that The S2 includes: S21. Obtaining water flow and water pressure information in a high head dynamic water environment before and after drilling, selecting part of the information to compare the change trend of water flow and water pressure information before and after drilling, and obtaining change data of the high head dynamic water environment; S22. Construct an evaluation factor space based on the change data and unsupervised planning technology, use the evaluation factor space to determine the change data encoding, and use the difference technology to adjust the stability of the change data encoding; S23. Obtain the correlation coefficient of the change data encoding, combine the correlation coefficient with the accuracy of the estimated degree of attainment to determine the order of the autoregressive model, and find the likelihood function of the change data encoding; S24. Analyze the corresponding degree of achievement when the likelihood function is maximum, determine the corresponding parameters of the autoregressive model based on the degree of achievement, and input the remaining change data into the autoregressive model to predict the trend of water flow and water pressure; S25. Evaluate the compliance of the grouting holes of the covering layer based on the results of the water flow and water pressure trends. When the compliance is less than or equal to the preset value, correct the angle and position of the grouting holes of the covering layer. When the compliance is greater than the preset value, stop the compliance analysis.

4. The permanent curtain grouting construction method for deep overburden under high-head dynamic water environment according to claim 3, characterized in that, The S3 includes: S31. Use a grabber to move the soil in the overburden grouting hole outside the overburden grouting hole. Lift the drilling equipment by a preset height to form a grouting test section, and start the water pump to supply water to the grouting test section. S32. Adjust the water supply volume of the water pump to the maximum for the hole cleaning work of the overburden grouting hole. Observe the backwater situation at the hole cleaning part of the overburden grouting hole during the hole cleaning process, and stop the water supply when the backwater is clear and no soil flows out. S33. Divide the grouting test section into three groups according to the hole depth for sectional water pressure tests. Analyze the permeability coefficient of the overburden grouting hole based on the water pressure test results, and determine the grouting pressure and grouting volume based on the permeability coefficient. S34. After testing the fluidity of the grouting fluid using the slump test technique, perform the curtain grouting construction operation in the overburden grouting hole using the step-by-step pressurization method based on the grouting pressure and grouting volume.

5. The permanent curtain grouting construction method for deep overburden under high-head dynamic water environment according to claim 4, characterized in that, The S33 includes: S331. Divide the grouting test section into an upper section, a middle section, and a lower section according to the hole depth increment rule. Install the water pressure test equipment and plugs at the lower section position, and isolate the upper section and the middle section and then supply water to the lower section. S332. Observe the water flow rate during the water supply process and the water pressure flow rate within a preset time after the water flow rate does not change. Calculate the permeability coefficient of the lower section based on the water pressure flow rate to complete the water pressure test. S333. After the water pressure test of the lower section is completed, use the water pressure test equipment and plugs to conduct the water pressure test of the lower section and the terminal section to obtain the permeability coefficient of the grouting test section. S334. Characterize the density of the grouting fluid according to the mass-to-volume ratio. Extract the equivalent diameter corresponding to the particle raw material information in the grouting fluid based on the density and bimodal characteristics, and combine the equivalent diameter with the three-dimensional surface information to analyze the spatial volume of the particle raw materials. S335. Combine the spatial volume, the water content during the preparation of the grouting fluid, and the permeability coefficient to calculate the grouting volume, and analyze the grouting pressure required during grouting according to the depth of the overburden grouting hole.

6. The permanent curtain grouting construction method for deep overburden layer in high-head dynamic water environment according to claim 5, wherein The calculation formula for the permeability coefficient of the grouting test section is: Wherein, m represents the permeability coefficient of the grouting test section, Q represents the water injection flow rate, and h z represents the net water head corresponding to the water level height, ρ represents the water pressure during the water injection test, γ represents the unit weight of the water flow, and F e represents the hole depth of the grouting hole in the overburden layer, T represents the seepage area, ΔH represents the water head difference, L represents the length of the grouting test section, and r represents the radius of the grouting hole in the overburden layer.

7. The permanent curtain grouting construction method for deep overburden layer under high-head dynamic water environment according to claim 6, characterized in that, The calculation formula for the grouting volume is: A InjectionVolume = m × [1 - (∫∫(G(a, b) - G min )) da db) + A water ; Where, A InjectionVolume represents the grouting volume, m represents the permeability coefficient, G(a, b) represents the three-dimensional surface function generated by the width a and length b of the granular raw material in the grouting fluid, da represents the increment corresponding to the width a of the granular raw material in the grouting fluid, db represents the increment corresponding to the length b of the granular raw material in the grouting fluid, and A water represents the water content during the preparation of the grouting fluid.

8. The permanent curtain grouting construction method for deep overburden layer under high-head dynamic water environment according to claim 4, characterized in that The S34 includes: S341. Uniformly fill the grouting fluid into the slump mold for slump height measurement. Analyze the fluidity of the grouting fluid based on the measurement results, and adjust the preparation ratio of the grouting fluid based on the fluidity results. S342. Generate a three-dimensional structure model based on the overburden grouting hole and the high-head dynamic water environment. Use the three-dimensional structure model to partition the overburden grouting hole according to the positional relationship of the overburden grouting hole. S343. Generate a grouting sorting equation with the grouting pressure and grouting volume as variables and the crack line density, initial injection rate, and crack filling rate of the area to be grouted as constraint conditions according to the partitioning results. S344. Solve the grouting sorting results of the overburden grouting hole under the constraint conditions according to the grouting sorting equation and the Shell sorting technique, and perform the curtain grouting construction operation in the overburden grouting hole according to the step-by-step pressurization method.

9. The permanent curtain grouting construction method for deep overburden layer in high-head dynamic water environment according to claim 8, characterized in that The S343 includes: S3431. Determine the number of grouting machine equipment according to the partitioning results of the overburden grouting hole, and construct an undirected graph with vertices according to the working speed of the grouting machine, the depth of the overburden grouting hole, and the grouting volume of the overburden grouting hole. S3432. Generate an initial grouting sequence plan based on a vertex undirected graph, obtain the completion duration of the initial grouting sequence plan, and calculate the average completion duration and left - right dispersion according to the number of grouting holes in the overburden layer; S3433. Construct a one - dimensional triangular fuzzy number for the initial grouting sequence plan using the average completion duration and left - right dispersion, and select the fracture line density, initial injection rate, and fracture filling rate in the area to be grouted as constraint conditions; S3434. Aggregate the one - dimensional triangular fuzzy number and the constraint conditions based on the dynamic weighting technique to obtain a comprehensive unit number, generate an attribute matrix according to the comprehensive unit number, and combine it with the weight vector to obtain a grouting sequence equation.

10. The construction method of permanent curtain grouting for deep overburden layer under high-head dynamic water environment according to claim 9, characterized in that The curtain grouting construction operation in the overburden grouting holes in S344 is carried out in a step - by - step pressure - increasing manner, including: S3441. According to the grouting sequence result of the overburden grouting holes, move the grouting machine to the designated position of the overburden grouting hole to load the grouting fluid, and preliminarily inject the grouting fluid into the overburden grouting hole within the low - pressure range; S3442. Judge the penetration situation of the grouting fluid during the low - pressure injection process, adjust the ratio of the grouting fluid according to the penetration situation, and increase the injection pressure after the low - pressure grouting stage is completed to inject the grouting fluid into the medium - pressure grouting stage; S3443. After reaching the depth corresponding to the target value, adjust the injection pressure to the maximum value to inject the grouting fluid into the final - pressure grouting stage, and complete the curtain grouting construction operation in the overburden grouting hole.

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