A high-pressure grouting stratum reinforcement method based on dynamic regulation

Abstract

The application relates to the technical field of underground construction, and relates to a high-pressure grouting stratum reinforcing method based on dynamic regulation and control, which comprises the following steps: confirming a grouting reinforcing environment based on a grouting reinforcing instruction, sampling rock and soil of a rock hole to be grouted by using a sampling ring cutter, obtaining test rock and soil blocks, carrying out penetration shear testing on the test rock and soil blocks, obtaining a rock and soil penetration index, a rock and soil specific weight and a rock and soil stress equation, carrying out property evaluation on the rock and soil penetration index, the rock and soil specific weight and the rock and soil stress equation based on a pre-constructed grouting pressure difference model, obtaining an initial grouting pressure, a limit hole bottom pressure and an initial grouting consistency, dynamically fine-tuning grouting of a set grouting system based on the limit hole bottom pressure, obtaining a target grouting system, confirming a reinforcing construction stratum based on the target grouting system and the construction stratum, and completing grouting stratum reinforcement. The application can improve the safety and automation degree of grouting construction and improve the grouting reinforcing effect of the stratum.

Description

Technical Field

[0001] This invention relates to the field of underground construction technology, and in particular to a high-pressure grouting method for soil reinforcement based on dynamic control. Background Technology

[0002] With the increasing number of underground projects such as urban rail tunnels, municipal pipelines, and shafts, the issue of ground stability is becoming increasingly prominent. When tunneling or constructing in weak surrounding rock, fractured zones, or water-rich strata, the working strata often exhibit problems such as fissures, cavities, or excessive permeability, which can easily lead to engineering risks such as collapse, water inrush, and grout leakage. Therefore, before formal excavation or structural construction, it is usually necessary to reinforce the strata through high-pressure grouting to increase its strength and ensure the safety of subsequent construction and structural operation.

[0003] Currently, existing high-pressure grouting methods for soil reinforcement generally include drilling, placing grouting pipes, and injecting grout into the holes. Construction personnel typically set fixed grouting pressures, flow rates, and grout mix ratios based on experience, and then inject the grout into the soil using a high-pressure grouting pump to achieve the reinforcement purpose.

[0004] While existing technologies can perform grouting reinforcement of formations, current high-pressure grouting construction still heavily relies on manual experience. Grouting pressure, flow rate, and grout consistency are difficult to precisely set based on actual formation conditions and mechanical properties. Furthermore, the lack of real-time monitoring and dynamic control of the bottom-hole pressure during grouting makes it easy for the grouting pressure to deviate from the reasonable range, leading to insufficient grout diffusion, overflow, grout leakage, or disturbance to the formation. Therefore, there is an urgent need for a high-pressure grouting formation reinforcement method that combines formation property analysis and dynamic monitoring and control to improve the safety and automation of grouting construction and enhance the effectiveness of formation grouting reinforcement. Summary of the Invention

[0005] This invention provides a high-pressure grouting reinforcement method based on dynamic control, the main purpose of which is to improve the safety and automation of grouting construction and enhance the grouting reinforcement effect.

[0006] To achieve the above objectives, the present invention provides a high-pressure grouting formation reinforcement method based on dynamic control, comprising:

[0007] Upon receiving a grouting reinforcement command, the grouting reinforcement environment is determined based on the command. This environment includes: the construction stratum, the drilling rig, the material sampling ring cutter, the high-pressure grouting pump, the grout mixing device, the high-pressure pipeline, the high-pressure grouting pipe, and the integrated monitoring device. The integrated monitoring device includes: a pressure sensor, a flow sensor, and a ground monitoring camera. The high-pressure grouting pipe includes: a grouting inlet and a grouting pipe bottom. The high-pressure grouting pump includes: a delivery port and a grout inlet. The grout mixing device includes: a mixing chamber, a raw grout tank, and a pure water tank.

[0008] Multiple grouting reinforcement points were identified on the construction stratum. The following operations were performed on each of these grouting reinforcement points:

[0009] A perforating drill was used to drill holes at the grouting reinforcement points to obtain the grouting holes. A sampling ring cutter was used to take soil and rock samples from the grouting holes to obtain test soil and rock blocks, which were cylindrical in shape.

[0010] Permeability shear tests were conducted on the test soil and rock blocks to obtain the soil and rock permeability index, soil and rock unit weight, and soil and rock stress equation;

[0011] Based on the pre-constructed grouting pressure difference model, the properties of soil permeability index, soil unit weight and soil stress equation are evaluated to obtain the initial grouting pressure, ultimate bottom hole pressure and initial grouting consistency.

[0012] Based on the integrated monitoring device and high-pressure grouting pipe, the initial grouting rock hole is obtained by cleaning and installing the hole to be grouted.

[0013] The initial grouting boreholes, high-pressure grouting pumps, grout mixing devices, integrated monitoring devices, and high-pressure pipelines were reassembled and installed to obtain a standard grouting system.

[0014] The standard grouting system is set based on the preset initial flow rate, initial grouting pressure and initial grouting consistency to obtain the set grouting system. The set grouting system is then dynamically fine-tuned based on the ultimate bottom hole pressure to obtain the target grouting system.

[0015] By summarizing the target grouting systems, multiple target grouting systems are obtained. Based on the multiple target grouting systems and the construction stratum, the reinforcement construction stratum is identified, and the grouting stratum reinforcement is completed.

[0016] Optionally, the step of conducting a permeability shear test on the test soil and rock blocks to obtain the soil and rock permeability index, soil and rock unit weight, and soil and rock stress equation includes:

[0017] Confirm the radius and column height of the soil block in the test.

[0018] A customized cylinder is obtained based on the radius and height of the soil block. The test soil block is placed into the customized cylinder to obtain the placement cylinder. The test soil block in the placement cylinder is then tightened to obtain the test cylinder.

[0019] Water is injected into the test cylinder based on the preset test volume to obtain the initial water-filled cylinder;

[0020] The initial water-filled cylinder was allowed to stand for infiltration based on a preset test time to obtain an infiltrated cylinder;

[0021] Confirm the remaining water level in the infiltration cylinder;

[0022] Activate a pre-built ultrasonic sensor, which includes a transmitter and a receiver;

[0023] The transmitter emits a preset initial sound wave and records the time of emission to obtain the emission time.

[0024] The initial sound wave is passed through the test rock and soil block to obtain the penetrating sound wave. The penetrating sound wave is received by a receiver and the time of receipt is recorded to obtain the reception time.

[0025] The soil permeability index is calculated based on the soil block radius, soil block column height, test volume, test time, remaining water level, launch time, and reception time.

[0026] Confirm the soil and rock quality of the test soil and rock blocks, and calculate the unit weight of the soil and rock based on the soil and rock quality, soil block radius, and soil block column height;

[0027] Shearing simulation was performed on test soil and rock blocks using a pre-constructed direct shear apparatus to obtain the soil and rock stress equation. The direct shear apparatus includes: a drive motor, a vertical hydraulic press, a shear box, a thrust sensor, and a displacement sensor. The shear box includes: a lower fixed box and an upper moving box.

[0028] Optionally, the formula for calculating the soil permeability index is as follows:

[0029]

[0030] in, The soil permeability index, For testing volume, For testing time, The remaining water level and These represent the radius of the soil block and the height of the soil block column, respectively. and These are the transmission time and the reception time, respectively. It is a natural constant. Pi is the mathematical constant of a circle.

[0031] Optionally, the step of using a pre-constructed direct shear apparatus to simulate the shearing of test soil and rock blocks to obtain the soil and rock stress equation includes:

[0032] The test soil block was cut to obtain the soil block to be sheared, wherein the shape of the soil block to be sheared was cylindrical;

[0033] Confirm the experimental diameter of the soil block to be sheared;

[0034] Obtain the normal pressure sequence, wherein the normal pressure sequence includes multiple normal pressures;

[0035] Extract the normal pressure sequentially from the normal pressure sequence, and perform the following operations on the extracted normal pressure:

[0036] The rock and soil block to be sheared is placed into the shear box of the direct shear apparatus to obtain the test shear box;

[0037] Based on the normal pressure and the vertical pressure applied by the vertical hydraulic press to the test shear box, a pressurized shear box is obtained;

[0038] The upper moving box in the pressure shear box is pushed laterally at a constant speed by a drive motor, and the displacement of the upper moving box in the pressure shear box is monitored in real time by a displacement sensor. The drive motor is monitored in the lateral pushing process based on a preset monitoring interval and a thrust sensor until the moving displacement reaches the experimental diameter, thus obtaining multiple horizontal thrusts.

[0039] The ultimate shear force was determined based on multiple horizontal thrusts, where the ultimate shear force is the largest horizontal thrust among the multiple horizontal thrusts.

[0040] Calculate the experimental shear stress based on the ultimate shear force;

[0041] The normal pressure and experimental shear stress are combined to obtain the experimental stress set;

[0042] By summarizing the experimental stress sets, multiple experimental stress sets are obtained;

[0043] Geotechnical stress equations were constructed based on multiple experimental stress sets.

[0044] Optionally, the construction of the geotechnical stress equation based on multiple experimental stress sets includes:

[0045] Multiple experimental stress points were identified on a pre-constructed planar coordinate system based on multiple experimental stress sets. The horizontal axis of the planar coordinate system represents the normal pressure of the experimental stress set, and the vertical axis represents the experimental shear stress of the experimental stress set.

[0046] By performing linear fitting on multiple experimental stress points, the experimental shear stress line is obtained;

[0047] Confirm the ordinate and slope of the experimental shear line in the plane coordinate system;

[0048] The stress equation for soil and rock was constructed based on the longitudinal intercept and the slope of the straight line.

[0049] Optionally, the pre-constructed grouting pressure difference model is used to evaluate the properties of the soil permeability index, soil unit weight, and soil stress equation to obtain the initial grouting pressure, ultimate bottom hole pressure, and initial grout consistency, including:

[0050] Calculate the initial grouting consistency based on the soil permeability index;

[0051] Test purified water is extracted from the purified water tank of the slurry mixing device based on the preset test volume, wherein the volume of the test purified water is the test volume.

[0052] The grout volume is calculated based on the test volume and the initial grout consistency, where the grout volume is the product of the test volume and the initial grout consistency.

[0053] The test slurry is extracted from the original slurry tank of the slurry mixing device based on the slurry volume, wherein the volume of the test slurry is the slurry volume;

[0054] The test purified water and the test slurry were mixed in the mixing chamber to obtain the test mixed slurry;

[0055] The viscosity of the test slurry was obtained by measuring the test mixture using a pre-constructed test viscometer;

[0056] Confirm the length of the high-pressure grouting pipe;

[0057] The vertical soil pressure is calculated based on the unit weight of the soil and rock and the length of the grouting pipe. The vertical soil pressure is the product of the unit weight of the soil and rock and the length of the grouting pipe.

[0058] The vertical soil pressure is substituted into the soil stress equation for calculation to obtain the soil shear stress, where the vertical soil pressure is used as the independent variable in the soil stress equation.

[0059] The ultimate borehole pressure is calculated based on the shear stress and vertical pressure of the soil and rock, using the following formula:

[0060]

[0061] in, This is the ultimate hole bottom pressure. For soil and rock shear stress, For vertical soil and rock pressure, The preset safety factor;

[0062] The ultimate bottom pressure, grout viscosity, and grouting pipe length are input into the grouting pressure difference model to obtain the initial grouting pressure.

[0063] Optionally, the process of cleaning and installing the integrated monitoring device and high-pressure grouting pipe to obtain the initial grouting borehole includes:

[0064] The pre-constructed compressed air jet was used to flush the grouting hole to obtain a clean grouting hole;

[0065] The pressure sensor in the integrated monitoring device is installed at the bottom of the grouting pipe of the high-pressure grouting pipe, and the flow sensor in the integrated monitoring device is installed at the grouting inlet of the high-pressure grouting pipe to obtain an advanced grouting pipe.

[0066] An advanced grouting pipe is inserted and fixed into a clean grouting rock hole to obtain an installation grouting rock hole, wherein the installation grouting rock hole includes: an installation orifice;

[0067] The pre-constructed sealing device is installed at the installation opening of the grouting rock hole, and the sealing device is connected to the advanced grouting pipe in the grouting rock hole to obtain the initial grouting rock hole. The sealing device includes a grout inlet and a grout outlet, and the grout outlet of the sealing device is connected to the grouting inlet of the advanced grouting pipe.

[0068] Optionally, the initial grouting borehole, high-pressure grouting pump, grout mixing device, integrated monitoring device, and high-pressure pipeline are reassembled and installed to obtain a standard grouting system, including:

[0069] The grout inlet of the sealing device in the initial grouting rock hole is connected to one end of the high-pressure pipeline, and the inlet of the high-pressure grouting pump is connected to the other end of the high-pressure pipeline to obtain the first connecting pipeline system;

[0070] The inlet of the high-pressure grouting pump in the first connecting pipeline system is connected to the grout mixing device to obtain the second connecting pipeline system;

[0071] The ground monitoring camera in the integrated monitoring device is fixed directly above the second connecting pipeline system to obtain a fixed camera. The standard grouting system is identified based on the fixed camera and the second connecting pipeline system.

[0072] Optionally, the dynamic fine-tuning of the grouting system based on the ultimate bottom hole pressure to obtain the target grouting system includes:

[0073] Use a fixed camera to acquire the initial ground image of the grouting system;

[0074] Grouting is performed into the initial grouting rock borehole using a high-pressure grouting pump, grout mixing device, and high-pressure pipeline in the grouting system, and a fixed camera is used to acquire the current ground image of the grouting system during the grouting process.

[0075] The current ground image and the initial ground image are input into a pre-constructed image difference model to obtain the ground spillover degree;

[0076] Compare the ground cracking degree with the preset cracking threshold. If the ground cracking degree is greater than or equal to the cracking threshold, then stop grouting for the set grouting system to obtain the target grouting system.

[0077] Otherwise, based on the preset single interval and the comprehensive monitoring device, the first hole bottom grouting pressure, the second hole bottom grouting pressure, the first grouting flow rate and the second grouting flow rate of the grouting system are obtained during the grouting process;

[0078] Compare the grouting pressure at the bottom of the second hole with the ultimate bottom hole pressure. If the grouting pressure at the bottom of the second hole is greater than or equal to the ultimate bottom hole pressure, then stop grouting for the set grouting system to obtain the target grouting system.

[0079] If the grouting pressure at the bottom of the second hole is less than the ultimate bottom hole pressure, then the pressure change rate is calculated based on the grouting pressure at the bottom of the first hole and the grouting pressure at the bottom of the second hole.

[0080] Calculate the flow rate change rate based on the first grouting flow rate and the second grouting flow rate;

[0081] The pressure change rate is compared with a preset first pressure change threshold, and the pressure change rate is compared with a preset second pressure change threshold, wherein the first pressure change threshold is greater than the second pressure change threshold.

[0082] If the pressure change rate is greater than or equal to the first pressure change threshold, the updated flow rate is calculated based on the pressure change rate, the first pressure change threshold, and the initial flow rate.

[0083] If the pressure change rate is greater than or equal to the second pressure change threshold and less than the first pressure change threshold, then the initial flow rate is recorded as the update flow rate.

[0084] If the pressure change rate is less than the second pressure change threshold, the updated flow rate is calculated based on the pressure change rate, the second pressure change threshold, and the initial flow rate.

[0085] The updated grouting consistency is calculated based on the flow rate change rate, the preset first flow threshold, the preset second flow threshold, and the initial grouting consistency.

[0086] Using the updated flow rate as the initial flow rate and the updated grouting consistency as the initial grouting consistency, the process returns to the step of setting the state of the standard grouting system based on the preset initial flow rate, initial grouting pressure, and initial grouting consistency. This continues until the ground overflow crack degree is greater than or equal to the overflow crack threshold or the second hole bottom grouting pressure is greater than or equal to the ultimate hole bottom pressure. At this point, grouting of the set grouting system is stopped, and the target grouting system is obtained.

[0087] To achieve the above objectives, the present invention also provides a high-pressure grouting formation reinforcement system based on dynamic control, comprising:

[0088] The grouting environment confirmation module is used to receive grouting reinforcement commands and confirm the grouting reinforcement environment based on the commands. The grouting reinforcement environment includes: the construction stratum, the drilling rig, the material sampling ring cutter, the high-pressure grouting pump, the grout mixing device, the high-pressure pipeline, the high-pressure grouting pipe, and the comprehensive monitoring device. The comprehensive monitoring device includes: a pressure sensor, a flow sensor, and a ground monitoring camera. The high-pressure grouting pipe includes: a grouting inlet and a grouting pipe bottom. The high-pressure grouting pump includes: a delivery port and a grout inlet. The grout mixing device includes: a mixing chamber, a raw grout tank, and a pure water tank.

[0089] The grouting stratum testing module is used to identify multiple grouting reinforcement points on the construction stratum. For each of the multiple grouting reinforcement points, the following operations are performed: a hole is drilled at the grouting reinforcement point using a perforating drill rig to obtain the rock hole to be grouted; a soil and rock sampler is used to sample the soil and rock from the rock hole to obtain a test soil and rock block. The test soil and rock block is cylindrical in shape. A permeability shear test is performed on the test soil and rock block to obtain the soil and rock permeability index, soil and rock unit weight, and soil and rock stress equation.

[0090] The grouting parameter analysis module is used to evaluate the properties of soil permeability index, soil unit weight and soil stress equation based on a pre-constructed grouting pressure difference model, and obtain the initial grouting pressure, ultimate bottom hole pressure and initial grouting consistency. Based on the integrated monitoring device and high-pressure grouting pipe, the hole to be grouted is cleaned and installed to obtain the initial grouting hole. The initial grouting hole, high-pressure grouting pump, grout mixing device, integrated monitoring device and high-pressure pipeline are reassembled and installed to obtain the standard grouting system.

[0091] The dynamic grouting control module is used to set the state of the standard grouting system based on preset initial flow rate, initial grouting pressure and initial grouting consistency to obtain the set grouting system. Based on the ultimate bottom hole pressure, the set grouting system is dynamically fine-tuned to obtain the target grouting system. The target grouting systems are summarized to obtain multiple target grouting systems. Based on the multiple target grouting systems and the construction stratum, the reinforcement construction stratum is identified and the grouting stratum reinforcement is completed.

[0092] To address the above problems, the present invention also provides an electronic device, the electronic device comprising:

[0093] Memory, storing at least one instruction; and

[0094] The processor executes the instructions stored in the memory to implement the above-described high-pressure grouting reinforcement method based on dynamic control.

[0095] To address the aforementioned problems, the present invention also provides a computer-readable storage medium storing at least one instruction, which is executed by a processor in an electronic device to implement the aforementioned high-pressure grouting formation reinforcement method based on dynamic control.

[0096] To address the problems described in the background art, this invention receives grouting reinforcement commands and, based on these commands, identifies the grouting reinforcement environment. This environment includes: the construction stratum, the drilling rig, the material sampling ring cutter, the high-pressure grouting pump, the grout mixing device, the high-pressure pipeline, the high-pressure grouting pipe, and a comprehensive monitoring device. The comprehensive monitoring device includes: a pressure sensor, a flow sensor, and a ground monitoring camera. The high-pressure grouting pipe includes: a grouting inlet and a grouting pipe bottom. The high-pressure grouting pump includes: a delivery port and a grout inlet. The grout mixing device includes: a mixing chamber, a raw grout tank, and a pure water tank. Therefore, this invention systematically identifies the grouting reinforcement environment, facilitating subsequent grouting... Grout control provides a complete equipment foundation, improves the automation level of grouting construction, and identifies multiple grouting reinforcement points on the construction stratum. For each of these points, the following operations are performed: a perforating drill is used to drill a hole to obtain the rock borehole to be grouted; a sampling ring cutter is used to sample the rock and soil from the borehole to obtain test rock and soil blocks. These test rock and soil blocks are cylindrical in shape. Permeability and shear tests are conducted on the test rock and soil blocks to obtain the rock and soil permeability index, unit weight, and stress equation. It is evident that this embodiment of the invention obtains the true properties and permeability characteristics of the stratum rock and soil through in-situ sampling and experimental testing, facilitating the setting of more suitable parameters during subsequent construction. The grouting parameters based on actual geological conditions are used to improve construction safety. A pre-constructed grouting pressure difference model is used to evaluate the properties of soil permeability index, soil unit weight, and soil stress equation, obtaining the initial grouting pressure, ultimate bottom hole pressure, and initial grout consistency. This embodiment of the invention uses a pressure difference model to evaluate the mechanical properties of the formation, accurately calculating the optimal initial grouting pressure, ultimate bottom hole pressure, and initial grout consistency for grouting construction, thus improving construction safety and grouting reinforcement quality. Based on the integrated monitoring device and high-pressure grouting pipe, the borehole to be grouted is cleaned and installed to obtain the initial grouting borehole. The initial grouting borehole, high-pressure grouting pump, grout mixing device, integrated monitoring device, and high-pressure pipeline are then analyzed. By reconfiguring and installing multiple grouting devices, a standard grouting system is obtained. This embodiment of the invention achieves structured linkage between devices through standardized reconfiguration, improving the stability and automated control capabilities of the grouting system and providing an effective basis for subsequent dynamic adjustment. Based on preset initial flow rate, initial grouting pressure, and initial grout consistency, the standard grouting system is state-set to obtain a set grouting system. Dynamic fine-tuning of the set grouting system is then performed based on the ultimate bottom hole pressure to obtain a target grouting system. These target grouting systems are then aggregated to obtain multiple target grouting systems. Based on these multiple target grouting systems and the construction stratum, the stratum to be reinforced is identified, completing the grouting stratum reinforcement. This embodiment of the invention demonstrates that real-time monitoring during the grouting process allows for real-time fine-tuning of grouting parameters, improving the overall quality and reliability of the stratum reinforcement. Therefore, this invention can improve the safety and automation of grouting construction and enhance the grouting reinforcement effect. Attached Figure Description

[0097] Figure 1 This is a schematic flowchart of a high-pressure grouting formation reinforcement method based on dynamic control provided in an embodiment of the present invention;

[0098] Figure 2 A functional block diagram of a high-pressure grouting formation reinforcement system based on dynamic control provided in an embodiment of the present invention;

[0099] Figure 3 This is a schematic diagram of the structure of an electronic device for implementing the high-pressure grouting formation reinforcement method based on dynamic control, according to an embodiment of the present invention.

[0100] Explanation of reference numerals in the attached figures:

[0101] 10. Electronic device; 11. Processor; 12. Memory; 13. Bus.

[0102] The realization of the objective, functional features and advantages of the present invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0103] It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.

[0104] This application provides a method for high-pressure grouting reinforcement of strata based on dynamic control. The executing entity of this method includes, but is not limited to, at least one of the following electronic devices that can be configured to execute the method provided in this application: a server, a terminal, etc. In other words, the method can be executed by software or hardware installed on a terminal device or a server device, and the software can be a blockchain platform. The server includes, but is not limited to, a single server, a server cluster, a cloud server, or a cloud server cluster.

[0105] Reference Figure 1 The diagram shown is a flowchart of a high-pressure grouting formation reinforcement method based on dynamic control, according to an embodiment of the present invention. In this embodiment, the high-pressure grouting formation reinforcement method based on dynamic control includes:

[0106] S1. Receive grouting reinforcement command, and confirm the grouting reinforcement environment based on the grouting reinforcement command. The grouting reinforcement environment includes: construction stratum, drilling rig, material sampling ring cutter, high-pressure grouting pump, grout mixing device, high-pressure pipeline, high-pressure grouting pipe and comprehensive monitoring device. The comprehensive monitoring device includes: pressure sensor, flow sensor and ground monitoring camera. The high-pressure grouting pipe includes: grouting inlet and grouting pipe bottom. The high-pressure grouting pump includes: delivery port and inlet port. The grout mixing device includes: mixing chamber, original grout tank and pure water tank.

[0107] It should be explained that the grouting reinforcement command is initiated by a construction worker on the construction team. For example, Xiao Zhang is a construction worker on the team. To prevent shaft wall instability during vertical shaft excavation, high-pressure grouting reinforcement is needed on the soft strata surrounding the shaft wall before excavation. Therefore, the grouting reinforcement command is initiated. The stratum requiring high-pressure grouting reinforcement is the construction stratum. The grouting reinforcement environment is the necessary environment for grouting construction on the construction stratum, and it includes: the construction stratum, a drilling rig, a sampling ring cutter, a high-pressure grouting pump, a grout mixing device, high-pressure pipelines, high-pressure grouting pipes, and a comprehensive monitoring device. A drilling rig is a hydraulic drilling machine used to drill grouting holes at the grouting reinforcement point. A sampling ring cutter is a ring cutter used to sample the rock and soil in the grouting hole. A high-pressure grouting pump is a type of grouting pump used to transport grouting slurry. The high-pressure grouting pump includes an outlet and an inlet, where the outlet is the outlet for outputting the grouting slurry, and the inlet is the inlet for receiving the slurry. A slurry mixing device is used to mix raw slurry with purified water to prepare a grouting slurry suitable for reinforcing the vertical shaft strata. The raw slurry is the basic material used to prepare the grouting slurry used in construction, including but not limited to cement slurry, ultrafine cement slurry, chemical grouting materials (such as water glass, polyurethane, acrylamide materials), or other grouting materials suitable for the construction strata. The specific composition and proportion of the raw slurry are set manually by the construction worker. The slurry mixing device includes a mixing chamber, a raw slurry tank, and a purified water tank. The mixing chamber is the device in the slurry mixing device that stirs and mixes purified water and raw slurry. The raw slurry tank is a metal tank for storing a certain volume of raw slurry, and the purified water tank is a metal tank for storing a certain volume of purified water. The high-pressure pipeline is a wear-resistant pipe with wear resistance and high-pressure resistance, used to connect the high-pressure grouting pump and the high-pressure grouting pipe, ensuring that the grouting slurry can stably enter the rock borehole to be grouted under high pressure. The high-pressure grouting pipe is a grouting pipe capable of bearing high pressure; in this embodiment, high pressure refers to a pressure greater than 5 MPa. The high-pressure grouting pipe includes a grouting inlet and a grouting pipe bottom. The grouting inlet is the top of the high-pressure grouting pipe used to receive the grouting slurry, and the grouting pipe bottom is located at the very end of the slurry flow channel within the high-pressure grouting pipe. The integrated monitoring device is a device that integrates a pressure sensor, a flow sensor, and a ground monitoring camera. The pressure sensor is a micro-pressure sensor with remote data transmission capability, used to monitor the pressure caused by the grouting slurry at the bottom of the grouting pipe. The flow sensor is used to monitor the flow rate of the grouting slurry at the grouting inlet. The ground monitoring camera is an industrial camera. For specific applications of the grouting slurry, grouting reinforcement point, and rock borehole to be grouted, please refer to subsequent embodiments.

[0108] S2. Multiple grouting reinforcement points were identified on the construction stratum. For each of the multiple grouting reinforcement points, the following operations were performed: a drilling rig was used to drill a hole at the grouting reinforcement point to obtain a rock hole to be grouted. A sampling ring cutter was used to take soil and rock samples from the rock hole to be grouted to obtain a test soil and rock block. The test soil and rock block was cylindrical in shape.

[0109] It should be explained that the identification of multiple grouting reinforcement points on the construction stratum refers to the determination of multiple construction points on the ground surface or ground above the construction stratum where drilling and grouting operations can be carried out. These construction points on the ground surface or ground above the construction stratum where drilling and grouting operations can be carried out are the grouting reinforcement points. The specific location of the grouting reinforcement points is manually selected by the construction team's construction workers based on the properties of the construction stratum. Optionally, the construction workers can determine suitable hole locations based on the monitoring and analysis results of the soil and rock characteristics, permeability, and fracture distribution of the stratum around the shaft to be excavated, so as to form a grouting point layout that meets the reinforcement range.

[0110] Understandably, drilling at the grouting reinforcement point using a perforating drill refers to drilling downwards at the grouting reinforcement point using a perforating drill according to a preset drilling depth, preset drilling diameter, and preset drilling angle to form a channel for inserting a high-pressure grouting pipe. This channel is the rock borehole to be grouted. Furthermore, the drilling depth, drilling diameter, and drilling angle are all manually set by the construction team's workers according to construction requirements. Sampling the rock and soil from the rock borehole using a sampling ring cutter refers to cutting and sampling the strata at the bottom of the rock borehole using a sampling ring cutter to obtain a cylindrical rock and soil sample with the same shape as the sampling ring cutter. This cylindrical rock and soil sample is the test rock and soil block.

[0111] S3. Conduct permeability shear tests on the test soil and rock blocks to obtain the soil and rock permeability index, soil and rock unit weight, and soil and rock stress equation.

[0112] In detail, the permeability shear test performed on the test soil and rock blocks to obtain the soil and rock permeability index, soil and rock unit weight, and soil and rock stress equation includes:

[0113] Confirm the radius and column height of the soil block in the test.

[0114] A customized cylinder is obtained based on the radius and height of the soil block. The test soil block is placed into the customized cylinder to obtain the placement cylinder. The test soil block in the placement cylinder is then tightened to obtain the test cylinder.

[0115] Water is injected into the test cylinder based on the preset test volume to obtain the initial water-filled cylinder;

[0116] The initial water-filled cylinder was allowed to stand for infiltration based on a preset test time to obtain an infiltrated cylinder;

[0117] Confirm the remaining water level in the infiltration cylinder;

[0118] Activate a pre-built ultrasonic sensor, which includes a transmitter and a receiver;

[0119] The transmitter emits a preset initial sound wave and records the time of emission to obtain the emission time.

[0120] The initial sound wave is passed through the test rock and soil block to obtain the penetrating sound wave. The penetrating sound wave is received by a receiver and the time of receipt is recorded to obtain the reception time.

[0121] The soil permeability index is calculated based on the soil block radius, soil block column height, test volume, test time, remaining water level, launch time, and reception time.

[0122] Confirm the soil and rock mass of the test soil and rock blocks. Calculate the unit weight of the soil and rock based on the soil and rock mass, the radius of the soil block, and the height of the soil block column. The calculation formula is shown below:

[0123]

[0124] in, It is the unit weight of rock and soil. For soil and rock quality, and These represent the radius of the soil block and the height of the soil block column, respectively. The preset gravitational acceleration, Pi;

[0125] Shearing simulation was performed on test soil and rock blocks using a pre-constructed direct shear apparatus to obtain the soil and rock stress equation. The direct shear apparatus includes: a drive motor, a vertical hydraulic press, a shear box, a thrust sensor, and a displacement sensor. The shear box includes: a lower fixed box and an upper moving box.

[0126] It should be explained that the radius of the soil block and the height of the soil block column refer to the base radius and the height of the cylinder corresponding to the test soil block, respectively. The customized cylinder refers to a plastic cylinder with a closed bottom and an open top, and the base radius of the customized cylinder is equal to the radius of the soil block, while the height of the customized cylinder is greater than the height of the soil block column.

[0127] For example, a test soil block is placed inside a custom-made cylinder, which is called the placement cylinder. Then, a pressure plate or other clamping device is used to press the test soil block in the placement cylinder to ensure a tight contact between the soil block and the cylinder wall. The placement cylinder after pressing the test soil block is called the test cylinder. If the test volume is 1 cubic meter, 1 cubic meter of pure water is injected into the test cylinder to obtain the initial water injection cylinder. If the test time is 10 minutes, the initial water injection cylinder is allowed to stand naturally, waiting for the pure water in the initial water injection cylinder to permeate into the soil block. This process continues until the natural standing time reaches 10 minutes, resulting in a permeation cylinder. The vertical distance between the water surface in the permeation cylinder and the upper surface of the soil block is measured at this time. This vertical distance is the remaining water level.

[0128] Understandably, an ultrasonic sensor is a device that can emit and receive ultrasonic waves. The transmitter's primary function is to emit ultrasonic waves, and the receiver's primary function is to receive them. The initial sound wave refers to the ultrasonic wave emitted by the ultrasonic sensor that penetrates the test rock / soil block. The penetrating sound wave refers to the initial sound wave that passes through the test rock / soil block.

[0129] It should be understood that when the structure of the test soil and rock block is denser and less permeable, the propagation speed of ultrasonic waves within the block will increase. Therefore, the soil and rock permeability index reflects the impermeability of the test soil and rock block; the higher the permeability index, the higher the impermeability. The unit weight of soil and rock reflects the weight per unit volume of the test soil and rock block.

[0130] In detail, the formula for calculating the soil permeability index is as follows:

[0131]

[0132] in, The soil permeability index, For testing volume, For testing time, The remaining water level and These represent the radius of the soil block and the height of the soil block column, respectively. and These are the transmission time and the reception time, respectively. It is a natural constant. Pi is the mathematical constant of a circle.

[0133] In detail, the method of using a pre-constructed direct shear apparatus to simulate the shearing of test soil and rock blocks to obtain the soil and rock stress equation includes:

[0134] The test soil block was cut to obtain the soil block to be sheared, wherein the shape of the soil block to be sheared was cylindrical;

[0135] Confirm the experimental diameter of the soil block to be sheared;

[0136] Obtain the normal pressure sequence, wherein the normal pressure sequence includes multiple normal pressures;

[0137] Extract the normal pressure sequentially from the normal pressure sequence, and perform the following operations on the extracted normal pressure:

[0138] The rock and soil block to be sheared is placed into the shear box of the direct shear apparatus to obtain the test shear box;

[0139] Based on the normal pressure and the vertical pressure applied by the vertical hydraulic press to the test shear box, a pressurized shear box is obtained;

[0140] The upper moving box in the pressure shear box is pushed laterally at a constant speed by a drive motor, and the displacement of the upper moving box in the pressure shear box is monitored in real time by a displacement sensor. The drive motor is monitored in the lateral pushing process based on a preset monitoring interval and a thrust sensor until the moving displacement reaches the experimental diameter, thus obtaining multiple horizontal thrusts.

[0141] The ultimate shear force was determined based on multiple horizontal thrusts, where the ultimate shear force is the largest horizontal thrust among the multiple horizontal thrusts.

[0142] The experimental shear stress is calculated based on the ultimate shear force, using the following formula:

[0143]

[0144] in, For the experiment of shear stress, For the experimental diameter, This is the ultimate shear force;

[0145] The normal pressure and experimental shear stress are combined to obtain the experimental stress set;

[0146] By summarizing the experimental stress sets, multiple experimental stress sets are obtained;

[0147] Geotechnical stress equations were constructed based on multiple experimental stress sets.

[0148] In detail, the construction of the geotechnical stress equation based on multiple experimental stress sets includes:

[0149] Multiple experimental stress points were identified on a pre-constructed planar coordinate system based on multiple experimental stress sets. The horizontal axis of the planar coordinate system represents the normal pressure of the experimental stress set, and the vertical axis represents the experimental shear stress of the experimental stress set.

[0150] By performing linear fitting on multiple experimental stress points, the experimental shear stress line is obtained;

[0151] Confirm the ordinate and slope of the experimental shear line in the plane coordinate system;

[0152] The soil stress equation is constructed based on the longitudinal intercept and the slope of the straight line, as shown below:

[0153]

[0154] in, The dependent variable in the geotechnical stress equation is... For the independent variable of the geotechnical stress equation, The slope of the line. This is the y-intercept.

[0155] It should be explained that a direct shear apparatus is a direct shear force testing instrument. The drive motor is the motor used in the direct shear apparatus to drive the upper moving box to generate shearing motion in the horizontal direction relative to the lower fixed box. The vertical hydraulic press is the hydraulic press in the direct shear apparatus responsible for applying normal pressure to the rock and soil block to be sheared. The shear box is a device used to hold the rock and soil block to be sheared, and it is composed of a lower fixed box and an upper moving box. The lower fixed box is fixed at the bottom, providing a stable base for the rock and soil block to be sheared. The upper moving box moves in the horizontal direction under the drive motor, applying shear force to the sample to realize the shearing experiment. The thrust sensor is a sensor used to monitor the thrust force applied by the drive motor to the upper moving box, and the displacement sensor is a sensor used to monitor the displacement of the upper moving box relative to the lower fixed box.

[0156] For example, if the test soil block is to be tested in a direct shear tester, the test soil block must be cut into a sample with a volume smaller than the shear box volume of the direct shear tester. Therefore, the test soil block is cut into a sample to be sheared, which is to cut the test soil block into a sample whose volume and shape meet the test requirements of the direct shear tester. This sample is the soil block to be sheared. In this embodiment of the invention, the shape of the soil block to be sheared is a cylinder, and the experimental diameter is the bottom diameter of the cylinder corresponding to the soil block to be sheared.

[0157] It should be explained that the normal pressure sequence is a sequence obtained by sorting multiple normal pressures in descending order of normal pressure. The specific values ​​of the multiple normal pressures are manually set by the construction worker according to the parameters of the direct shear machine. For example, the normal pressure range that can be set for the vertical hydraulic press of the direct shear machine is (0MPa, 5MPa). Therefore, the normal pressure sequence is obtained by sampling at equal intervals within the range, which is {0.5MPa, 1MPa, 1.5MPa...10MPa}.

[0158] For example, with a normal pressure of 1 MPa, a vertical hydraulic press applies a downward pressure of 1 MPa to the test shear box, creating a pressurized shear box. Then, a drive motor pushes the upper moving box within the test shear box at a constant speed. If the monitoring interval is 0.2 seconds, a thrust sensor monitors the horizontal thrust applied by the drive motor to the upper moving box every 0.2 seconds until the upper moving box reaches the experimental diameter. All horizontal thrusts monitored during this process are then summed to obtain multiple horizontal thrusts. If the normal pressure is 1 MPa and the experimental shear stress is 50 kPa, then the experimental stress set is {1 MPa, 50 kPa}.

[0159] In this embodiment of the invention, MPa refers to megapascals and kPa refers to kilopascals.

[0160] Understandably, the experimental shear stress reflects the ability of the rock and soil block to resist shear failure; the greater the experimental shear stress, the stronger the ability of the rock and soil block to resist shear failure.

[0161] It should be explained that the plane coordinate system is a coordinate system with normal pressure as the horizontal axis and experimental shear stress as the vertical axis. The statement that multiple experimental stress points are identified on the pre-constructed plane coordinate system based on multiple experimental stress sets means that each experimental stress set is mapped as a point on the plane coordinate system. The horizontal coordinate of this point is the normal pressure in the experimental stress set, and the vertical coordinate is the experimental shear stress in the experimental stress set; this point is the experimental stress point. The statement that multiple experimental stress points are fitted with a straight line means that the multiple experimental stress points are fitted into a single straight line. Optionally, the least squares method is used as the straight line fitting method, and the least squares method is existing technology, which will not be elaborated here. The ordinate intercept is the intercept of the experimental shear stress line on the vertical axis of the plane coordinate system, and the slope of the line is the slope of the experimental shear stress line. The soil and rock stress equation is used to characterize the shear stress response relationship of the soil and rock block under different normal pressures, thereby reflecting the correspondence between normal pressure and experimental shear stress.

[0162] S4. Based on the pre-constructed grouting pressure difference model, the properties of soil permeability index, soil unit weight and soil stress equation are evaluated to obtain the initial grouting pressure, the ultimate bottom hole pressure and the initial grouting consistency.

[0163] It should be explained that the grouting pressure difference model is a deep learning model pre-trained by the construction team's workers. The training process is as follows: First, multiple sets of grouting data corresponding to successful completions of grouting operations in the past are collected. This grouting data includes: end-hole bottom pressure, historical grout viscosity, historical grouting pipe length, and historical grouting pressure. The end-hole bottom pressure refers to the pressure of the grouting slurry at the bottom of the high-pressure grouting pipe at the end of the grouting process. The historical grout viscosity refers to the viscosity of the grouting slurry used in that specific grouting operation in the past. The historical grouting pipe length refers to the length of the high-pressure grouting pipe used in that specific grouting operation in the past. Historical grouting pressure refers to the pressure exerted by the high-pressure grouting pump during a specific grouting operation in history. The final borehole bottom pressure, historical grout viscosity, and historical grouting pipe length from the grouting data are used as input data for training samples, and the historical grouting pressure is used as output data. Multiple sets of training samples corresponding to different grouting data are aggregated to obtain a training sample set. Based on this training sample set, the model is iteratively trained using a deep neural network or other applicable deep learning algorithms (such as multilayer perceptrons, convolutional neural networks, graph neural networks, etc.). The model gradually adjusts the network parameters by optimizing the loss function (e.g., mean squared error, weighted error, etc.) to enable the model to learn the mapping relationship between (final borehole bottom pressure, historical grout viscosity, and historical grouting pipe length) and (historical grouting pressure). After training, when the ultimate borehole bottom pressure is used as the final borehole bottom pressure, the grout viscosity as the historical grout viscosity, and the grouting pipe length as the historical grouting pipe length, and these are input into the grouting pressure difference model, the model can automatically predict and output the optimal initial grouting pressure. All of the above processes are publicly available prior art, and this embodiment of the invention will not be elaborated further here.

[0164] In detail, the pre-constructed grouting pressure difference model evaluates the properties of soil permeability index, soil unit weight, and soil stress equation to obtain the initial grouting pressure, ultimate bottom hole pressure, and initial grout consistency, including:

[0165] The initial grout consistency is calculated based on the soil permeability index, and the formula is as follows:

[0166]

[0167] in, The initial grouting consistency, The preset reference penetration index, This is a preset reference viscosity.

[0168] Test purified water is extracted from the purified water tank of the slurry mixing device based on the preset test volume, wherein the volume of the test purified water is the test volume.

[0169] The grout volume is calculated based on the test volume and the initial grout consistency, where the grout volume is the product of the test volume and the initial grout consistency.

[0170] The test slurry is extracted from the original slurry tank of the slurry mixing device based on the slurry volume, wherein the volume of the test slurry is the slurry volume;

[0171] The test purified water and the test slurry were mixed in the mixing chamber to obtain the test mixed slurry;

[0172] The viscosity of the test slurry was obtained by measuring the test mixture using a pre-constructed test viscometer;

[0173] Confirm the length of the high-pressure grouting pipe;

[0174] The vertical soil pressure is calculated based on the unit weight of the soil and rock and the length of the grouting pipe. The vertical soil pressure is the product of the unit weight of the soil and rock and the length of the grouting pipe.

[0175] The vertical soil pressure is substituted into the soil stress equation for calculation to obtain the soil shear stress, where the vertical soil pressure is used as the independent variable in the soil stress equation.

[0176] The ultimate borehole pressure is calculated based on the shear stress and vertical pressure of the soil and rock, using the following formula:

[0177]

[0178] in, This is the ultimate hole bottom pressure. For soil and rock shear stress, For vertical soil and rock pressure, The preset safety factor;

[0179] The ultimate bottom pressure, grout viscosity, and grouting pipe length are input into the grouting pressure difference model to obtain the initial grouting pressure.

[0180] It should be explained that the reference permeability index and reference consistency are both manually set by the construction engineer based on historical construction data. Optionally, the average of multiple soil and rock permeability indices corresponding to multiple historical grouting operations can be used as the reference permeability index, and the average of multiple historical grouting consistency corresponding to multiple historical grouting operations can be used as the reference consistency. The initial grouting consistency refers to the ratio of the volume of the original grout to the volume of pure water when the grout used for subsequent grouting operations are mixed. The test volume is manually set by the construction engineer; optionally, the test volume is 1 cubic meter.

[0181] For example, if the test volume is 1 cubic meter, 1 cubic meter of pure water is extracted from the pure water tank of the slurry mixing device. If the initial grout consistency is 3, 3 cubic meters of original slurry is extracted from the original slurry tank of the slurry mixing device. Then, 1 cubic meter of pure water and 3 cubic meters of original slurry are thoroughly mixed in the mixing chamber to obtain the test mixed slurry.

[0182] It should be explained that the test viscometer is a type of viscometer, and the slurry viscosity refers to the viscosity of the test mixed slurry. The grouting pipe length refers to the length of the high-pressure grouting pipe. Vertical soil and rock pressure refers to the total pressure exerted by the soil and rock at the bottom of the high-pressure grouting pipe under its own weight on the overlying soil and rock. Soil and rock shear stress refers to the shear stress at the bottom of the high-pressure grouting pipe when relative slippage occurs. Ultimate bottom hole pressure refers to the maximum allowable pressure that the grouting slurry can exert at the bottom of the high-pressure grouting pipe during grouting construction. The safety factor is set manually by the construction worker, and the setting range is (0.5, 1). Optionally, the safety factor is 0.7.

[0183] It should be understood that during the grouting process, the maximum allowable pressure that the grout can apply to the bottom of the high-pressure grouting pipe cannot exceed the sum of the soil shear stress and the vertical soil pressure. Otherwise, the grout will lift up the entire stratum or cause the soil and rock in the stratum to slide, resulting in stratum damage.

[0184] It is understood that inputting the ultimate bottom hole pressure, slurry viscosity, and grouting pipe length into the grouting pressure difference model to obtain the initial grouting pressure means: using the ultimate bottom hole pressure as the final bottom hole pressure, the slurry viscosity as the historical slurry viscosity, and the grouting pipe length as the historical grouting pipe length, inputting them into the grouting pressure difference model, and using the output of the grouting pressure difference model as the initial grouting pressure.

[0185] It should be understood that a non-negligible pressure difference exists between the bottom pressure of the borehole and the pressure applied at the grout inlet during high-pressure grouting. This pressure difference is influenced by various factors such as grout viscosity and grout pipe length, and is difficult to determine directly using a simple formula. Therefore, this embodiment of the invention trains a deep learning model on historical grouting data, enabling the model to predict in advance the correspondence between the initial grouting pressure at the inlet and the ultimate bottom pressure of the borehole under different working conditions. Thus, given the ultimate bottom pressure, the optimal initial grouting pressure required to achieve that bottom pressure can be automatically calculated using the grouting pressure difference model, providing an accurate basis for setting the grouting pressure for subsequent grouting construction.

[0186] S5. Based on the integrated monitoring device and high-pressure grouting pipe, the hole to be grouted is cleaned and installed to obtain the initial grouting hole.

[0187] In detail, the process of cleaning and installing the integrated monitoring device and high-pressure grouting pipe to obtain the initial grouting rock hole includes:

[0188] The pre-constructed compressed air jet was used to flush the grouting hole to obtain a clean grouting hole;

[0189] The pressure sensor in the integrated monitoring device is installed at the bottom of the grouting pipe of the high-pressure grouting pipe, and the flow sensor in the integrated monitoring device is installed at the grouting inlet of the high-pressure grouting pipe to obtain an advanced grouting pipe.

[0190] An advanced grouting pipe is inserted and fixed into a clean grouting rock hole to obtain an installation grouting rock hole, wherein the installation grouting rock hole includes: an installation orifice;

[0191] The pre-constructed sealing device is installed at the installation opening of the grouting rock hole, and the sealing device is connected to the advanced grouting pipe in the grouting rock hole to obtain the initial grouting rock hole. The sealing device includes a grout inlet and a grout outlet, and the grout outlet of the sealing device is connected to the grouting inlet of the advanced grouting pipe.

[0192] It should be explained that a compressed air jet is a device capable of ejecting high-pressure gas. The high-pressure airflow from this jet flushes the rock borehole to be grouted, blowing out rock debris and impurities. The cleaned rock borehole refers to the rock borehole to be grouted after being flushed and cleaned of rock debris by the compressed air jet. When inserting and fixing the advanced grouting pipe into the cleaned rock borehole, it is important to ensure that the bottom of the advanced grouting pipe is inserted downwards. The installation orifice is the opening of the rock borehole that protrudes above the ground surface. The sealing device is a unit consisting of a high-pressure rubber expansion hose, a steel pipe, and a sealing joint. One end connects to the advanced grouting pipe inside the rock borehole, and the other end leads out as a pipe for connection to subsequent grouting pipes. Simultaneously, it provides an airtight seal to the remaining portion of the installation orifice around the pipe. The introduced pipe is the grout inlet, and the grout outlet is the outlet for outputting grout to the advanced grouting pipe.

[0193] S6. The initial grouting rock holes, high-pressure grouting pump, grout mixing device, integrated monitoring device and high-pressure pipeline are reassembled and installed to obtain a standard grouting system.

[0194] In detail, the reassembly and installation of the initial grouting borehole, high-pressure grouting pump, grout mixing device, integrated monitoring device, and high-pressure pipeline to obtain a standard grouting system includes:

[0195] The grout inlet of the sealing device in the initial grouting rock hole is connected to one end of the high-pressure pipeline, and the inlet of the high-pressure grouting pump is connected to the other end of the high-pressure pipeline to obtain the first connecting pipeline system;

[0196] The inlet of the high-pressure grouting pump in the first connecting pipeline system is connected to the grout mixing device to obtain the second connecting pipeline system;

[0197] The ground monitoring camera in the integrated monitoring device is fixed directly above the second connecting pipeline system to obtain a fixed camera. The standard grouting system is identified based on the fixed camera and the second connecting pipeline system.

[0198] It should be explained that the confirmation of the standard grouting system based on the fixed camera and the second connecting pipeline system means that when it is confirmed that the fixed camera is located directly above the second connecting pipeline system and can capture the complete second connecting pipeline system, the fixed camera and the second connecting pipeline system together constitute the standard grouting system.

[0199] S7. Based on the preset initial flow rate, initial grouting pressure and initial grouting consistency, the standard grouting system is set to obtain the set grouting system. Based on the ultimate bottom hole pressure, the set grouting system is dynamically fine-tuned to obtain the target grouting system.

[0200] It should be explained that the setting of the standard grouting system based on preset initial flow rate, initial grouting pressure, and initial grout consistency to obtain the set grouting system means: Grouting slurry is prepared in the slurry mixing device of the standard grouting system based on preset formal volume and initial grout consistency; the flow rate of the grouting slurry output by the high-pressure grouting pump in the standard grouting system is set as the initial flow rate; and the pressure of the high-pressure grouting pump during grouting in the standard grouting system is set as the initial grouting pressure. The initial flow rate is manually set by the construction worker based on historical construction data. Optionally, the average flow rate of the grouting slurry output by multiple high-pressure grouting pumps corresponding to multiple historical grouting operations can be used as the initial flow rate. The formal volume is related to the volume of grouting slurry required during grouting construction. For example, if the construction worker estimates that the required volume of grouting slurry for this ground reinforcement project is approximately 10 cubic meters, then the formal volume is set to 10 cubic meters to ensure that the volume of grouting slurry prepared subsequently is greater than 10 cubic meters, sufficient for this construction. The method for preparing grouting slurry in the slurry mixing device of the standard grouting system based on the preset formal volume and initial grouting consistency is the same as the method for obtaining test mixed slurry based on experimental volume, initial grouting consistency and slurry mixing device, and will not be described again here.

[0201] In detail, the dynamic fine-tuning of the grouting system based on the ultimate bottom hole pressure to obtain the target grouting system includes:

[0202] Use a fixed camera to acquire the initial ground image of the grouting system;

[0203] Grouting is performed into the initial grouting rock borehole using a high-pressure grouting pump, grout mixing device, and high-pressure pipeline in the grouting system, and a fixed camera is used to acquire the current ground image of the grouting system during the grouting process.

[0204] The current ground image and the initial ground image are input into a pre-constructed image difference model to obtain the ground spillover degree;

[0205] Compare the ground cracking degree with the preset cracking threshold. If the ground cracking degree is greater than or equal to the cracking threshold, then stop grouting for the set grouting system to obtain the target grouting system.

[0206] Otherwise, based on the preset single interval and the comprehensive monitoring device, the first hole bottom grouting pressure, the second hole bottom grouting pressure, the first grouting flow rate and the second grouting flow rate of the grouting system are obtained during the grouting process;

[0207] Compare the grouting pressure at the bottom of the second hole with the ultimate bottom hole pressure. If the grouting pressure at the bottom of the second hole is greater than or equal to the ultimate bottom hole pressure, then stop grouting for the set grouting system to obtain the target grouting system.

[0208] If the grouting pressure at the bottom of the second hole is less than the ultimate bottom hole pressure, the pressure change rate is calculated based on the grouting pressures at the bottom of the first and second holes, using the following formula:

[0209]

[0210] in, The rate of change of pressure, and These are the grouting pressures at the bottom of the first hole and the bottom of the second hole, respectively.

[0211] Calculate the rate of change of flow rate based on the second grouting flow rate and the first grouting flow rate;

[0212] The pressure change rate is compared with a preset first pressure change threshold, and the pressure change rate is compared with a preset second pressure change threshold, wherein the first pressure change threshold is greater than the second pressure change threshold.

[0213] If the pressure change rate is greater than or equal to the first pressure change threshold, the updated flow rate is calculated based on the pressure change rate, the first pressure change threshold, and the initial flow rate. The calculation formula is as follows:

[0214]

[0215] in, To update traffic, The first voltage transformer threshold, This is the initial flow rate;

[0216] If the pressure change rate is greater than or equal to the second pressure change threshold and less than the first pressure change threshold, then the initial flow rate is recorded as the update flow rate.

[0217] If the pressure change rate is less than the second pressure change threshold, the updated flow rate is calculated based on the pressure change rate, the second pressure change threshold, and the initial flow rate. The calculation formula is as follows:

[0218]

[0219] in, The second voltage transformer threshold is;

[0220] The updated grouting consistency is calculated based on the flow rate change rate, the preset first flow threshold, the preset second flow threshold, and the initial grouting consistency.

[0221] Using the updated flow rate as the initial flow rate and the updated grouting consistency as the initial grouting consistency, the process returns to the step of setting the state of the standard grouting system based on the preset initial flow rate, initial grouting pressure, and initial grouting consistency. This continues until the ground overflow crack degree is greater than or equal to the overflow crack threshold or the second hole bottom grouting pressure is greater than or equal to the ultimate hole bottom pressure. At this point, grouting of the set grouting system is stopped, and the target grouting system is obtained.

[0222] It should be explained that the initial ground image refers to the image of the ground area where the grouting system is located before grouting, captured by a fixed camera. The current ground image refers to the image of the ground area where the grouting system is located during the grouting process, captured by a fixed camera. The process of grouting the initial grouting borehole using the high-pressure grouting pump, slurry mixing device, and high-pressure pipeline in the grouting system means: according to the initial grouting pressure, grouting slurry, and initial flow rate corresponding to the grouting system, the high-pressure grouting pump extracts grouting slurry from the slurry mixing device, and inputs the grouting slurry into the high-pressure pipeline at the initial grouting pressure and initial flow rate, thereby grouting the initial grouting borehole through the high-pressure pipeline.

[0223] It is understood that the image difference model is a convolutional neural network, and its main operating principle is as follows: First, the convolutional neural network is used to process the current ground image and the initial ground image through multi-layer convolution, pooling, and activation functions to obtain two feature vectors. Then, the cosine similarity between the two feature vectors is calculated, and the absolute difference between the cosine similarity and 1 is calculated. This absolute difference is the ground cracking degree. The above process is a publicly disclosed technical solution, and the embodiments of this invention will not be repeated here. The ground cracking degree reflects the degree of change in the ground above the construction stratum before and after grouting. The larger the ground cracking degree, the greater the degree of change in the ground above the construction stratum before and after grouting. The cracking threshold is a value set manually by the construction worker. Optionally, the cracking threshold is 0.2. When the ground cracking degree is greater than or equal to the cracking threshold, the ground changes significantly before and after grouting, indicating that there may be a risk of cracks or grout inrush, or that the amount of grouting has reached the limit that the construction stratum can withstand. Therefore, grouting is suspended at this time. Stopping the grouting of the set grouting system means stopping the grouting process of the high-pressure grouting pump in the set grouting system.

[0224] For example, if the interval between each reading is 2 seconds, the pressure sensor and flow sensor in the grouting system are used to read the pressure at the bottom of the high-pressure grouting pipe and the flow rate of the grout at the grouting inlet of the high-pressure grouting pipe once to obtain the first hole bottom grouting pressure and the first grouting flow rate. After 2 seconds, the pressure at the bottom of the high-pressure grouting pipe and the flow rate of the grout at the grouting inlet of the high-pressure grouting pipe are read again to obtain the second hole bottom grouting pressure and the second grouting flow rate.

[0225] It is understood that the method for calculating the flow rate change rate based on the second grouting flow rate and the first grouting flow rate is the same as the method for calculating the pressure rate change rate based on the first hole bottom grouting pressure and the second hole bottom grouting pressure. Similarly, the method for calculating the updated grouting consistency based on the flow rate change rate, a preset first flow rate threshold, a preset second flow rate threshold, and the initial grouting consistency is the same as the method for calculating the updated flow rate using the pressure rate change rate, a first pressure change threshold, a second pressure change threshold, and the initial flow rate. These methods will not be elaborated upon here. The first pressure change threshold is greater than the second pressure change threshold, and both the first and second pressure change thresholds are values ​​manually set by the construction worker. Preferably, the first pressure change threshold is 0.3, and the second pressure change threshold is 0.05. The first flow rate threshold is greater than the second flow rate threshold, and both the first and second flow rate thresholds are values ​​manually set by the construction worker. Preferably, the first flow rate threshold is 0.2, and the second flow rate threshold is 0.03.

[0226] It should be understood that when the grouting pressure at the bottom of the second hole is greater than or equal to the ultimate bottom hole pressure, it means that the pressure exerted by the grout at the bottom of the high-pressure grouting pipe has reached the maximum allowable pressure, indicating that the grouting process is complete, and therefore grouting is paused. When the grouting pressure at the bottom of the second hole is less than the ultimate bottom hole pressure, it means that the grouting process is still in progress, and the pressure at the bottom of the high-pressure grouting pipe is still steadily rising. At this time, the pressure at the bottom of the grouting pipe is monitored again. If the pressure change rate is greater than or equal to the first pressure change threshold, it means that the pressure rise during the grouting process is too rapid, which is due to excessive grouting flow. Therefore, the updated flow rate is calculated based on the initial flow rate and subsequently reset as the initial flow rate, thereby fine-tuning the grouting process to improve the safety and grouting effect. Similarly, if the pressure change rate is less than the second pressure change threshold, it means that the pressure rise during the grouting process is too rapid. Slow, meaning that the grouting flow rate needs to be slightly increased at this point. If the rate of change of flow rate is less than the second flow rate threshold, it means that the flow rate is decreasing too slowly. The reason is that the consistency of the grout is too low, causing the grout to flow out or seep out too quickly during the grouting process, making it difficult to effectively fill the cracks or pores in the formation. Therefore, the initial grouting consistency needs to be slightly increased at this point. If the rate of change of flow rate is greater than or equal to the first flow rate threshold, it means that the flow rate is decreasing too quickly, indicating that the consistency of the grout is too high, causing the grout to have excessive flow resistance in the high-pressure grouting pipe or the construction formation, resulting in blockage and a sudden decrease in flow rate. Therefore, the initial grouting consistency needs to be slightly decreased at this point.

[0227] S8. Summarize the target grouting systems to obtain multiple target grouting systems. Based on the multiple target grouting systems and the construction stratum, identify the stratum to be reinforced and complete the grouting stratum reinforcement.

[0228] It should be explained that the confirmation of the reinforced construction stratum based on multiple target grouting systems and construction stratum means that when multiple standard grouting systems on the construction stratum are confirmed to be converted into target grouting systems, it means that the rock holes to be grouted in all standard grouting systems have been grouted, and the construction stratum has also been processed. Therefore, the construction stratum at this time is taken as the reinforced construction stratum, and the grouting stratum reinforcement is completed.

[0229] To address the problems described in the background art, this invention receives grouting reinforcement commands and, based on these commands, identifies the grouting reinforcement environment. This environment includes: the construction stratum, the drilling rig, the material sampling ring cutter, the high-pressure grouting pump, the grout mixing device, the high-pressure pipeline, the high-pressure grouting pipe, and a comprehensive monitoring device. The comprehensive monitoring device includes: a pressure sensor, a flow sensor, and a ground monitoring camera. The high-pressure grouting pipe includes: a grouting inlet and a grouting pipe bottom. The high-pressure grouting pump includes: a delivery port and a grout inlet. The grout mixing device includes: a mixing chamber, a raw grout tank, and a pure water tank. Therefore, this invention systematically identifies the grouting reinforcement environment, facilitating subsequent grouting... Grout control provides a complete equipment foundation, improves the automation level of grouting construction, and identifies multiple grouting reinforcement points on the construction stratum. For each of these points, the following operations are performed: a perforating drill is used to drill a hole to obtain the rock borehole to be grouted; a sampling ring cutter is used to sample the rock and soil from the borehole to obtain test rock and soil blocks. These test rock and soil blocks are cylindrical in shape. Permeability and shear tests are conducted on the test rock and soil blocks to obtain the rock and soil permeability index, unit weight, and stress equation. It is evident that this embodiment of the invention obtains the true properties and permeability characteristics of the stratum rock and soil through in-situ sampling and experimental testing, facilitating the setting of more suitable parameters during subsequent construction. The grouting parameters based on actual geological conditions are used to improve construction safety. A pre-constructed grouting pressure difference model is used to evaluate the properties of soil permeability index, soil unit weight, and soil stress equation, obtaining the initial grouting pressure, ultimate bottom hole pressure, and initial grout consistency. This embodiment of the invention uses a pressure difference model to evaluate the mechanical properties of the formation, accurately calculating the optimal initial grouting pressure, ultimate bottom hole pressure, and initial grout consistency for grouting construction, thus improving construction safety and grouting reinforcement quality. Based on the integrated monitoring device and high-pressure grouting pipe, the borehole to be grouted is cleaned and installed to obtain the initial grouting borehole. The initial grouting borehole, high-pressure grouting pump, grout mixing device, integrated monitoring device, and high-pressure pipeline are then analyzed. By reconfiguring and installing multiple grouting devices, a standard grouting system is obtained. This embodiment of the invention achieves structured linkage between devices through standardized reconfiguration, improving the stability and automated control capabilities of the grouting system and providing an effective basis for subsequent dynamic adjustment. Based on preset initial flow rate, initial grouting pressure, and initial grout consistency, the standard grouting system is state-set to obtain a set grouting system. Dynamic fine-tuning of the set grouting system is then performed based on the ultimate bottom hole pressure to obtain a target grouting system. These target grouting systems are then aggregated to obtain multiple target grouting systems. Based on these multiple target grouting systems and the construction stratum, the stratum to be reinforced is identified, completing the grouting stratum reinforcement. This embodiment of the invention demonstrates that real-time monitoring during the grouting process allows for real-time fine-tuning of grouting parameters, improving the overall quality and reliability of the stratum reinforcement. Therefore, this invention can improve the safety and automation of grouting construction and enhance the grouting reinforcement effect.

[0230] like Figure 2 The diagram shown is a functional block diagram of a high-pressure grouting formation reinforcement system based on dynamic control provided in an embodiment of the present invention.

[0231] The high-pressure grouting reinforcement system 100 based on dynamic control described in this invention can be installed in an electronic device. Depending on the functions implemented, the high-pressure grouting reinforcement system 100 may include a grouting environment verification module 101, a grouting stratum testing module 102, a grouting parameter analysis module 103, and a dynamic grouting control module 104. The module described in this invention can also be called a unit, referring to a series of computer program segments that can be executed by the processor of an electronic device and perform a fixed function, stored in the memory of the electronic device.

[0232] The grouting environment confirmation module 101 is used to receive grouting reinforcement commands and confirm the grouting reinforcement environment based on the grouting reinforcement commands. The grouting reinforcement environment includes: the construction stratum, the drilling rig, the material sampling ring cutter, the high-pressure grouting pump, the grout mixing device, the high-pressure pipeline, the high-pressure grouting pipe, and the comprehensive monitoring device. The comprehensive monitoring device includes: a pressure sensor, a flow sensor, and a ground monitoring camera. The high-pressure grouting pipe includes: a grouting inlet and a grouting pipe bottom. The high-pressure grouting pump includes: a delivery port and a slurry inlet. The grout mixing device includes: a mixing chamber, a raw grout tank, and a pure water tank.

[0233] The grouting stratum testing module 102 is used to identify multiple grouting reinforcement points on the construction stratum. For each of the multiple grouting reinforcement points, the following operations are performed: a hole is drilled at the grouting reinforcement point using a perforating drill to obtain a rock hole to be grouted; a soil and rock sampler is used to sample the soil and rock from the rock hole to obtain a test soil and rock block, wherein the test soil and rock block is cylindrical in shape; a permeability shear test is performed on the test soil and rock block to obtain the soil and rock permeability index, soil and rock unit weight, and soil and rock stress equation.

[0234] The grouting parameter analysis module 103 is used to evaluate the properties of soil permeability index, soil unit weight and soil stress equation based on the pre-constructed grouting pressure difference model, and obtain the initial grouting pressure, ultimate bottom hole pressure and initial grouting consistency. Based on the integrated monitoring device and high-pressure grouting pipe, the hole to be grouted is cleaned and installed to obtain the initial grouting hole. The initial grouting hole, high-pressure grouting pump, grout mixing device, integrated monitoring device and high-pressure pipeline are reassembled and installed to obtain the standard grouting system.

[0235] The dynamic grouting control module 104 is used to set the state of the standard grouting system based on the preset initial flow rate, initial grouting pressure and initial grouting consistency to obtain the set grouting system, to perform dynamic fine-tuning grouting on the set grouting system based on the ultimate bottom hole pressure to obtain the target grouting system, to summarize the target grouting systems to obtain multiple target grouting systems, to identify the reinforced construction stratum based on the multiple target grouting systems and the construction stratum, and to complete the reinforcement of the grouting stratum.

[0236] In detail, the modules in the dynamically controlled high-pressure grouting formation reinforcement system 100 described in this embodiment of the invention employ the same methods as described above during use. Figure 1 The method used is the same as the high-pressure grouting reinforcement method based on dynamic control described in the article, and can produce the same technical effect, so it will not be repeated here.

[0237] like Figure 3 The diagram shown is a schematic representation of an electronic device for implementing a dynamic control-based high-pressure grouting formation reinforcement method according to an embodiment of the present invention.

[0238] The electronic device 1 may include a processor 10, a memory 11 and a bus 12, and may also include a computer program stored in the memory 11 and capable of running on the processor 10, such as a program for a high-pressure grouting formation reinforcement method based on dynamic control.

[0239] The memory 11 includes at least one type of readable storage medium, such as flash memory, portable hard drive, multimedia card, card-type memory (e.g., SD or DX memory), magnetic memory, magnetic disk, optical disk, etc. In some embodiments, the memory 11 can be an internal storage unit of the electronic device 1, such as a portable hard drive. In other embodiments, the memory 11 can be an external storage device of the electronic device 1, such as a plug-in portable hard drive, smart media card (SMC), secure digital card (SD), flash card, etc., equipped on the electronic device 1. Furthermore, the memory 11 includes both internal storage units and external storage devices of the electronic device 1. The memory 11 can be used not only to store application software and various types of data installed on the electronic device 1, such as the code of a program for a dynamic control-based high-pressure grouting formation reinforcement method, but also to temporarily store data that has been output or will be output.

[0240] In some embodiments, the processor 10 may be composed of integrated circuits, such as a single packaged integrated circuit or multiple integrated circuits with the same or different functions, including combinations of one or more central processing units (CPUs), microprocessors, digital processing chips, graphics processors, and various control chips. The processor 10 is the control unit of the electronic device, connecting various components of the entire electronic device through various interfaces and lines. It executes programs or modules stored in the memory 11 (e.g., a program for a dynamic control-based high-pressure grouting formation reinforcement method) and calls data stored in the memory 11 to perform various functions of the electronic device 1 and process data.

[0241] The bus 12 can be a peripheral component interconnect (PCI) bus or an extended industry standard architecture (EISA) bus, etc. The bus 12 can be divided into an address bus, a data bus, a control bus, etc. The bus 12 is configured to realize the connection and communication between the memory 11 and at least one processor 10, etc.

[0242] Figure 3 Only electronic devices with components are shown; it will be understood by those skilled in the art that... Figure 3 The structure shown does not constitute a limitation on the electronic device 1, and may include fewer or more components than shown, or combine certain components, or have different component arrangements.

[0243] For example, although not shown, the electronic device 1 may also include a power supply (such as a battery) to power the various components. Preferably, the power supply can be logically connected to the at least one processor 10 through a power management device, thereby enabling functions such as charging management, discharging management, and power consumption management. The power supply may also include one or more DC or AC power supplies, recharging devices, power fault detection circuits, power converters or inverters, power status indicators, and other arbitrary components. The electronic device 1 may also include various sensors, Bluetooth modules, Wi-Fi modules, etc., which will not be described in detail here.

[0244] Furthermore, the electronic device 1 may also include a network interface. Optionally, the network interface may include a wired interface and / or a wireless interface (such as a Wi-Fi interface, a Bluetooth interface, etc.), which is typically used to establish communication connections between the electronic device 1 and other electronic devices.

[0245] Optionally, the electronic device 1 may further include a user interface, which may be a display, an input unit (such as a keyboard), and optionally, a standard wired interface or a wireless interface. Optionally, in some embodiments, the display may be an LED display, a liquid crystal display, a touch-sensitive liquid crystal display, or an OLED (Organic Light-Emitting Diode) touchscreen, etc. The display may also be appropriately referred to as a screen or display unit, used to display information processed in the electronic device 1 and to display a visual user interface.

[0246] The program for the high-pressure grouting formation reinforcement method based on dynamic control, stored in the memory 11 of the electronic device 1, is a combination of multiple instructions. When run in the processor 10, it can achieve the following:

[0247] Upon receiving a grouting reinforcement command, the grouting reinforcement environment is determined based on the command. This environment includes: the construction stratum, the drilling rig, the material sampling ring cutter, the high-pressure grouting pump, the grout mixing device, the high-pressure pipeline, the high-pressure grouting pipe, and the integrated monitoring device. The integrated monitoring device includes: a pressure sensor, a flow sensor, and a ground monitoring camera. The high-pressure grouting pipe includes: a grouting inlet and a grouting pipe bottom. The high-pressure grouting pump includes: a delivery port and a grout inlet. The grout mixing device includes: a mixing chamber, a raw grout tank, and a pure water tank.

[0248] Multiple grouting reinforcement points were identified on the construction stratum. The following operations were performed on each of these grouting reinforcement points:

[0249] A perforating drill was used to drill holes at the grouting reinforcement points to obtain the grouting holes. A sampling ring cutter was used to take soil and rock samples from the grouting holes to obtain test soil and rock blocks, which were cylindrical in shape.

[0250] Permeability shear tests were conducted on the test soil and rock blocks to obtain the soil and rock permeability index, soil and rock unit weight, and soil and rock stress equation;

[0251] Based on the pre-constructed grouting pressure difference model, the properties of soil permeability index, soil unit weight and soil stress equation are evaluated to obtain the initial grouting pressure, ultimate bottom hole pressure and initial grouting consistency.

[0252] Based on the integrated monitoring device and high-pressure grouting pipe, the initial grouting rock hole is obtained by cleaning and installing the hole to be grouted.

[0253] The initial grouting boreholes, high-pressure grouting pumps, grout mixing devices, integrated monitoring devices, and high-pressure pipelines were reassembled and installed to obtain a standard grouting system.

[0254] The standard grouting system is set based on the preset initial flow rate, initial grouting pressure and initial grouting consistency to obtain the set grouting system. The set grouting system is then dynamically fine-tuned based on the ultimate bottom hole pressure to obtain the target grouting system.

[0255] By summarizing the target grouting systems, multiple target grouting systems are obtained. Based on the multiple target grouting systems and the construction stratum, the reinforcement construction stratum is identified, and the grouting stratum reinforcement is completed.

[0256] Specifically, the processor 10's implementation method for the above instructions can be found in [reference needed]. Figures 1 to 3 The descriptions of the relevant steps in the corresponding embodiments are not repeated here.

[0257] Furthermore, if the modules / units integrated in the electronic device 1 are implemented as software functional units and sold or used as independent products, they can be stored in a computer-readable storage medium. The computer-readable storage medium can be volatile or non-volatile. For example, the computer-readable medium may include: any entity or device capable of carrying the computer program code, a recording medium, a USB flash drive, a portable hard drive, a magnetic disk, an optical disk, a computer memory, or a read-only memory (ROM).

[0258] The present invention also provides a computer-readable storage medium storing a computer program, which, when executed by a processor of an electronic device, can perform the following:

[0259] Upon receiving a grouting reinforcement command, the grouting reinforcement environment is determined based on the command. This environment includes: the construction stratum, the drilling rig, the material sampling ring cutter, the high-pressure grouting pump, the grout mixing device, the high-pressure pipeline, the high-pressure grouting pipe, and the integrated monitoring device. The integrated monitoring device includes: a pressure sensor, a flow sensor, and a ground monitoring camera. The high-pressure grouting pipe includes: a grouting inlet and a grouting pipe bottom. The high-pressure grouting pump includes: a delivery port and a grout inlet. The grout mixing device includes: a mixing chamber, a raw grout tank, and a pure water tank.

[0260] Multiple grouting reinforcement points were identified on the construction stratum. The following operations were performed on each of these grouting reinforcement points:

[0261] A perforating drill was used to drill holes at the grouting reinforcement points to obtain the grouting holes. A sampling ring cutter was used to take soil and rock samples from the grouting holes to obtain test soil and rock blocks, which were cylindrical in shape.

[0262] Permeability shear tests were conducted on the test soil and rock blocks to obtain the soil and rock permeability index, soil and rock unit weight, and soil and rock stress equation;

[0263] Based on the pre-constructed grouting pressure difference model, the properties of soil permeability index, soil unit weight and soil stress equation are evaluated to obtain the initial grouting pressure, ultimate bottom hole pressure and initial grouting consistency.

[0264] Based on the integrated monitoring device and high-pressure grouting pipe, the initial grouting rock hole is obtained by cleaning and installing the hole to be grouted.

[0265] The initial grouting boreholes, high-pressure grouting pumps, grout mixing devices, integrated monitoring devices, and high-pressure pipelines were reassembled and installed to obtain a standard grouting system.

[0266] The standard grouting system is set based on the preset initial flow rate, initial grouting pressure and initial grouting consistency to obtain the set grouting system. The set grouting system is then dynamically fine-tuned based on the ultimate bottom hole pressure to obtain the target grouting system.

[0267] By summarizing the target grouting systems, multiple target grouting systems are obtained. Based on the multiple target grouting systems and the construction stratum, the reinforcement construction stratum is identified, and the grouting stratum reinforcement is completed.

[0268] In the embodiments provided by this invention, it should be understood that the disclosed devices, systems, and methods can be implemented in other ways. For example, the system embodiments described above are merely illustrative, and actual implementations may have other classification methods.

[0269] The modules described as separate components may or may not be physically separate. The components shown as modules may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the modules can be selected to achieve the purpose of this embodiment according to actual needs.

[0270] Furthermore, the functional modules in the various embodiments of the present invention can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated unit can be implemented in hardware or in the form of hardware plus software functional modules.

[0271] It will be apparent to those skilled in the art that the present invention is not limited to the details of the exemplary embodiments described above, and that the present invention can be implemented in other specific forms without departing from the spirit or essential characteristics of the present invention.

[0272] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention.

Claims

1. A high-pressure grouting formation reinforcement method based on dynamic control, characterized in that, The method includes: Upon receiving a grouting reinforcement command, the grouting reinforcement environment is determined based on the command. This environment includes: the construction stratum, the drilling rig, the material sampling ring cutter, the high-pressure grouting pump, the grout mixing device, the high-pressure pipeline, the high-pressure grouting pipe, and the integrated monitoring device. The integrated monitoring device includes: a pressure sensor, a flow sensor, and a ground monitoring camera. The high-pressure grouting pipe includes: a grouting inlet and a grouting pipe bottom. The high-pressure grouting pump includes: a delivery port and a grout inlet. The grout mixing device includes: a mixing chamber, a raw grout tank, and a pure water tank. Multiple grouting reinforcement points were identified on the construction stratum. The following operations were performed on each of these grouting reinforcement points: A perforating drill was used to drill holes at the grouting reinforcement points to obtain the grouting holes. A sampling ring cutter was used to take soil and rock samples from the grouting holes to obtain test soil and rock blocks, which were cylindrical in shape. The test soil and rock blocks were subjected to permeability shear tests to obtain the soil and rock permeability index, soil and rock unit weight, and soil and rock stress equation. The higher the soil and rock permeability index, the higher the permeability resistance of the test soil and rock blocks. Based on the pre-constructed grouting pressure difference model, the properties of soil permeability index, soil unit weight and soil stress equation are evaluated to obtain the initial grouting pressure, the ultimate bottom hole pressure and the initial grout consistency. The grouting pressure difference model is a pre-trained deep learning model. The ultimate bottom hole pressure is the maximum allowable pressure that the grouting slurry can be applied to the bottom of the high-pressure grouting pipe during the grouting process. The initial grout consistency is the ratio of the original slurry volume to the volume of pure water when the grouting slurry used for subsequent grouting construction is mixed. Based on the integrated monitoring device and high-pressure grouting pipe, the initial grouting rock hole is obtained by cleaning and installing the hole to be grouted. The initial grouting boreholes, high-pressure grouting pumps, grout mixing devices, integrated monitoring devices, and high-pressure pipelines were reassembled and installed to obtain a standard grouting system. The standard grouting system is set according to the preset initial flow rate, initial grouting pressure and initial grouting consistency to obtain the set grouting system. The set grouting system is then dynamically fine-tuned based on the ultimate bottom hole pressure to obtain the target grouting system. That is, the initial ground image and the current ground image are acquired by a fixed camera and input into a pre-constructed image difference model to obtain the ground overflow crack degree. The image difference model is a convolutional neural network. The convolutional neural network is used to process the current ground image and the initial ground image through multi-layer convolution, pooling and activation functions to obtain two feature vectors and calculate the cosine similarity. The absolute difference between the cosine similarity and 1 is taken as the ground overflow crack degree. If the ground cracking degree is greater than or equal to the preset cracking threshold, then grouting is stopped and the target grouting system is obtained; Otherwise, the grouting pressure and flow rate of the first and second holes are obtained based on the preset single interval and the comprehensive monitoring device. If the grouting pressure at the bottom of the second hole is greater than or equal to the ultimate bottom hole pressure, then grouting is stopped, and the target grouting system is obtained. Otherwise, calculate the pressure change rate based on the grouting pressure at the bottom of the first hole and the grouting pressure at the bottom of the second hole, and calculate the flow rate change rate based on the first grouting flow rate and the second grouting flow rate; The updated flow rate is calculated based on the pressure change rate, preset first and second pressure change rate thresholds, and initial flow rate. The grouting consistency is calculated and updated based on the flow rate change rate, the preset first and second flow rate change rate thresholds, and the initial grouting consistency. The update flow rate and update grout consistency are used as the initial flow rate and initial grout consistency return state setting steps until the grouting pressure at the bottom of the second hole is greater than or equal to the ultimate bottom hole pressure, and the grouting is stopped to obtain the target grouting system. By summarizing the target grouting systems, multiple target grouting systems are obtained. Based on the multiple target grouting systems and the construction stratum, the reinforcement construction stratum is identified, and the grouting stratum reinforcement is completed.

2. The high-pressure grouting formation reinforcement method based on dynamic control as described in claim 1, characterized in that, The permeability shear test was conducted on the test soil and rock blocks to obtain the soil and rock permeability index, soil and rock unit weight, and soil and rock stress equation, including: Confirm the radius and column height of the soil block in the test. A customized cylinder is obtained based on the radius and height of the soil block. The test soil block is placed into the customized cylinder to obtain the placement cylinder. The test soil block in the placement cylinder is then tightened to obtain the test cylinder. Water is injected into the test cylinder based on the preset test volume to obtain the initial water-filled cylinder; The initial water-filled cylinder was allowed to stand for infiltration based on a preset test time to obtain an infiltrated cylinder; Confirm the remaining water level in the infiltration cylinder; Activate a pre-built ultrasonic sensor, which includes a transmitter and a receiver; The transmitter emits a preset initial sound wave and records the time of emission to obtain the emission time. The initial sound wave is passed through the test rock and soil block to obtain the penetrating sound wave. The penetrating sound wave is received by a receiver and the time of receipt is recorded to obtain the reception time. The soil permeability index is calculated based on the soil block radius, soil block column height, test volume, test time, remaining water level, launch time, and reception time. Confirm the soil and rock quality of the test soil and rock blocks, and calculate the unit weight of the soil and rock based on the soil and rock quality, soil block radius, and soil block column height; Shearing simulation was performed on test soil and rock blocks using a pre-constructed direct shear apparatus to obtain the soil and rock stress equation. The direct shear apparatus includes: a drive motor, a vertical hydraulic press, a shear box, a thrust sensor, and a displacement sensor. The shear box includes: a lower fixed box and an upper moving box.

3. The high-pressure grouting formation reinforcement method based on dynamic control as described in claim 2, characterized in that, The formula for calculating the soil permeability index is as follows: ； in, The soil permeability index, For testing volume, For testing time, The remaining water level and These represent the radius of the soil block and the height of the soil block column, respectively. and These are the transmission time and the reception time, respectively. It is a natural constant. Pi is the mathematical constant of a circle.

4. The high-pressure grouting formation reinforcement method based on dynamic control as described in claim 3, characterized in that, The method involves using a pre-constructed direct shear apparatus to simulate the shearing of test soil and rock blocks, resulting in the soil and rock stress equation, including: The test soil block was cut to obtain the soil block to be sheared, wherein the shape of the soil block to be sheared was cylindrical; Confirm the experimental diameter of the soil block to be sheared; Obtain the normal pressure sequence, wherein the normal pressure sequence includes multiple normal pressures; Extract the normal pressure sequentially from the normal pressure sequence, and perform the following operations on the extracted normal pressure: The rock and soil block to be sheared is placed into the shear box of the direct shear apparatus to obtain the test shear box; Based on the normal pressure and the vertical pressure applied by the vertical hydraulic press to the test shear box, a pressurized shear box is obtained; The upper moving box in the pressure shear box is pushed laterally at a constant speed by a drive motor, and the displacement of the upper moving box in the pressure shear box is monitored in real time by a displacement sensor. The drive motor is monitored in the lateral pushing process based on a preset monitoring interval and a thrust sensor until the moving displacement reaches the experimental diameter, thus obtaining multiple horizontal thrusts. The ultimate shear force was determined based on multiple horizontal thrusts, where the ultimate shear force is the largest horizontal thrust among the multiple horizontal thrusts. Calculate the experimental shear stress based on the ultimate shear force; The normal pressure and experimental shear stress are combined to obtain the experimental stress set; By summarizing the experimental stress sets, multiple experimental stress sets are obtained; Geotechnical stress equations were constructed based on multiple experimental stress sets.

5. The high-pressure grouting formation reinforcement method based on dynamic control as described in claim 4, characterized in that, The construction of the geotechnical stress equation based on multiple experimental stress sets includes: Multiple experimental stress points were identified on a pre-constructed planar coordinate system based on multiple experimental stress sets. The horizontal axis of the planar coordinate system represents the normal pressure of the experimental stress set, and the vertical axis represents the experimental shear stress of the experimental stress set. By performing linear fitting on multiple experimental stress points, the experimental shear stress line is obtained; Confirm the ordinate and slope of the experimental shear line in the plane coordinate system; The stress equation for soil and rock was constructed based on the longitudinal intercept and the slope of the straight line.

6. The high-pressure grouting formation reinforcement method based on dynamic control as described in claim 5, characterized in that, The pre-constructed grouting pressure difference model is used to evaluate the properties of soil permeability index, soil unit weight, and soil stress equation, obtaining the initial grouting pressure, ultimate bottom hole pressure, and initial grout consistency, including: Calculate the initial grouting consistency based on the soil permeability index; Test purified water is extracted from the purified water tank of the slurry mixing device based on the preset test volume, wherein the volume of the test purified water is the test volume. The grout volume is calculated based on the test volume and the initial grout consistency, where the grout volume is the product of the test volume and the initial grout consistency. The test slurry is extracted from the original slurry tank of the slurry mixing device based on the slurry volume, wherein the volume of the test slurry is the slurry volume; The test purified water and the test slurry were mixed in the mixing chamber to obtain the test mixed slurry; The viscosity of the test slurry was obtained by measuring the test mixture using a pre-constructed test viscometer; Confirm the length of the high-pressure grouting pipe; The vertical soil pressure is calculated based on the unit weight of the soil and rock and the length of the grouting pipe. The vertical soil pressure is the product of the unit weight of the soil and rock and the length of the grouting pipe. The vertical soil pressure is substituted into the soil stress equation for calculation to obtain the soil shear stress, where the vertical soil pressure is used as the independent variable in the soil stress equation. The ultimate borehole pressure is calculated based on the shear stress and vertical pressure of the soil and rock, using the following formula: ； in, This is the ultimate hole bottom pressure. For soil and rock shear stress, For vertical soil and rock pressure, The preset safety factor; The ultimate bottom pressure, grout viscosity, and grouting pipe length are input into the grouting pressure difference model to obtain the initial grouting pressure.

7. The high-pressure grouting formation reinforcement method based on dynamic control as described in claim 6, characterized in that, The process of cleaning and installing the integrated monitoring device and high-pressure grouting pipe to obtain the initial grouting rock borehole includes: The pre-constructed compressed air jet was used to flush the grouting hole to obtain a clean grouting hole; The pressure sensor in the integrated monitoring device is installed at the bottom of the grouting pipe of the high-pressure grouting pipe, and the flow sensor in the integrated monitoring device is installed at the grouting inlet of the high-pressure grouting pipe to obtain an advanced grouting pipe. An advanced grouting pipe is inserted and fixed into a clean grouting rock hole to obtain an installation grouting rock hole, wherein the installation grouting rock hole includes: an installation orifice; The pre-constructed sealing device is installed at the installation opening of the grouting rock hole, and the sealing device is connected to the advanced grouting pipe in the grouting rock hole to obtain the initial grouting rock hole. The sealing device includes a grout inlet and a grout outlet, and the grout outlet of the sealing device is connected to the grouting inlet of the advanced grouting pipe.

8. The high-pressure grouting formation reinforcement method based on dynamic control as described in claim 7, characterized in that, The initial grouting borehole, high-pressure grouting pump, grout mixing device, integrated monitoring device, and high-pressure pipeline are reassembled and installed to obtain a standard grouting system, including: The grout inlet of the sealing device in the initial grouting rock hole is connected to one end of the high-pressure pipeline, and the inlet of the high-pressure grouting pump is connected to the other end of the high-pressure pipeline to obtain the first connecting pipeline system; The inlet of the high-pressure grouting pump in the first connecting pipeline system is connected to the grout mixing device to obtain the second connecting pipeline system; The ground monitoring camera in the integrated monitoring device is fixed directly above the second connecting pipeline system to obtain a fixed camera. The standard grouting system is identified based on the fixed camera and the second connecting pipeline system.

9. The high-pressure grouting formation reinforcement method based on dynamic control as described in claim 8, characterized in that, The method of dynamically fine-tuning the grouting system based on the ultimate bottom hole pressure to obtain the target grouting system includes: Use a fixed camera to acquire the initial ground image of the grouting system; Grouting is performed into the initial grouting rock borehole using a high-pressure grouting pump, grout mixing device, and high-pressure pipeline in the grouting system, and a fixed camera is used to acquire the current ground image of the grouting system during the grouting process. The current ground image and the initial ground image are input into a pre-constructed image difference model to obtain the ground spillover degree; Compare the ground cracking degree with the preset cracking threshold. If the ground cracking degree is greater than or equal to the cracking threshold, then stop grouting for the set grouting system to obtain the target grouting system. Otherwise, based on the preset single interval and the comprehensive monitoring device, the first hole bottom grouting pressure, the second hole bottom grouting pressure, the first grouting flow rate and the second grouting flow rate of the grouting system are obtained during the grouting process; Compare the grouting pressure at the bottom of the second hole with the ultimate bottom hole pressure. If the grouting pressure at the bottom of the second hole is greater than or equal to the ultimate bottom hole pressure, then stop grouting for the set grouting system to obtain the target grouting system. If the grouting pressure at the bottom of the second hole is less than the ultimate bottom hole pressure, then the pressure change rate is calculated based on the grouting pressure at the bottom of the first hole and the grouting pressure at the bottom of the second hole. Calculate the flow rate change rate based on the first grouting flow rate and the second grouting flow rate; The pressure change rate is compared with a preset first pressure change threshold, and the pressure change rate is compared with a preset second pressure change threshold, wherein the first pressure change threshold is greater than the second pressure change threshold. If the pressure change rate is greater than or equal to the first pressure change threshold, the updated flow rate is calculated based on the pressure change rate, the first pressure change threshold, and the initial flow rate. If the pressure change rate is greater than or equal to the second pressure change threshold and less than the first pressure change threshold, then the initial flow rate is recorded as the update flow rate. If the pressure change rate is less than the second pressure change threshold, the updated flow rate is calculated based on the pressure change rate, the second pressure change threshold, and the initial flow rate. The updated grouting consistency is calculated based on the flow rate change rate, the preset first flow threshold, the preset second flow threshold, and the initial grouting consistency. Using the updated flow rate as the initial flow rate and the updated grouting consistency as the initial grouting consistency, the process returns to the step of setting the state of the standard grouting system based on the preset initial flow rate, initial grouting pressure, and initial grouting consistency. This continues until the ground overflow crack degree is greater than or equal to the overflow crack threshold or the second hole bottom grouting pressure is greater than or equal to the ultimate hole bottom pressure. At this point, grouting of the set grouting system is stopped, and the target grouting system is obtained.

10. A high-pressure grouting formation reinforcement system based on dynamic control, applied to the high-pressure grouting formation reinforcement method based on dynamic control as described in claim 1, characterized in that, The system includes: The grouting environment confirmation module is used to receive grouting reinforcement commands and confirm the grouting reinforcement environment based on the commands. The grouting reinforcement environment includes: the construction stratum, the drilling rig, the material sampling ring cutter, the high-pressure grouting pump, the grout mixing device, the high-pressure pipeline, the high-pressure grouting pipe, and the comprehensive monitoring device. The comprehensive monitoring device includes: a pressure sensor, a flow sensor, and a ground monitoring camera. The high-pressure grouting pipe includes: a grouting inlet and a grouting pipe bottom. The high-pressure grouting pump includes: a delivery port and a grout inlet. The grout mixing device includes: a mixing chamber, a raw grout tank, and a pure water tank. The grouting stratum testing module is used to identify multiple grouting reinforcement points on the construction stratum. For each of the multiple grouting reinforcement points, the following operations are performed: a hole is drilled at the grouting reinforcement point using a perforating drill rig to obtain the rock hole to be grouted; a soil and rock sampler is used to sample the soil and rock from the rock hole to obtain a test soil and rock block. The test soil and rock block is cylindrical in shape. A permeability shear test is performed on the test soil and rock block to obtain the soil and rock permeability index, soil and rock unit weight, and soil and rock stress equation. The grouting parameter analysis module is used to evaluate the properties of soil permeability index, soil unit weight and soil stress equation based on a pre-constructed grouting pressure difference model, and obtain the initial grouting pressure, ultimate bottom hole pressure and initial grouting consistency. Based on the integrated monitoring device and high-pressure grouting pipe, the hole to be grouted is cleaned and installed to obtain the initial grouting hole. The initial grouting hole, high-pressure grouting pump, grout mixing device, integrated monitoring device and high-pressure pipeline are reassembled and installed to obtain the standard grouting system. The dynamic grouting control module is used to set the state of the standard grouting system based on preset initial flow rate, initial grouting pressure and initial grouting consistency to obtain the set grouting system. Based on the ultimate bottom hole pressure, the set grouting system is dynamically fine-tuned to obtain the target grouting system. The target grouting systems are summarized to obtain multiple target grouting systems. Based on the multiple target grouting systems and the construction stratum, the reinforcement construction stratum is identified and the grouting stratum reinforcement is completed.

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