Method and device for controlling pre-pressing stress of traffic engineering deformation in edge zone of coal mining subsidence area

Abstract

This invention relates to the field of deep mining protection technology, and particularly to a method and device for controlling deformation prestressing stress in transportation engineering at the edge of coal mining subsidence areas. The method includes: determining the geometric parameters of the isolation joint; determining the borehole spacing based on the grouting diffusion radius, and deploying surface displacement monitoring equipment to monitor vertical settlement and horizontal displacement, as well as grouting pressure and flow rate; injecting water at the designated locations based on the borehole spacing, extension length, and cutting depth, and acquiring monitoring data during the water injection process to adjust the water injection pressure until the isolation joint is formed; and filling the isolation joint with high-pressure grouting according to a pre-constructed grouting pressure system, adjusting the grouting pressure based on the monitoring data until the grouting pressure reaches the designed final pressure. This solves the problems of traditional methods that rely on the natural attenuation of deformation with distance due to the continuous medium of rock strata, leading to a linear increase in the required coal pillar width with mining depth, resulting in huge resource waste and passive protection.

Description

Technical Field

[0001] This invention relates to the field of deep mining protection technology, and in particular to a method and device for controlling the deformation prestress of transportation engineering in the edge zone of coal mining subsidence area. Background Technology

[0002] With the deepening implementation of my country's strategy to build a strong transportation network, the network of transportation infrastructure such as highways and railways is becoming increasingly dense. This inevitably leads to large-scale crossings or proximity to coal-rich areas, resulting in the prominent problem of "coal resources under three types of structures" (coal resources buried under buildings, water bodies, and railways). The increased density of transportation lines makes the mining of coal resources buried beneath them increasingly restrictive, and a large number of coal resources beneath county and township roads and railways are difficult to utilize due to safety considerations.

[0003] In recent years, shallow coal resources have become increasingly depleted, and the focus of mining has gradually shifted to deeper areas, exacerbating the conflict between shallow and deep coalfields. Under deep mining conditions, controlled by the movement patterns of rock strata, protective coal pillars must be left to ensure the safety of surface transportation facilities. The width S of these pillars is closely related to the mining depth H and the angle of rock strata movement. The width of the coal pillar increases linearly with the mining depth, resulting in a massive amount of coal resources being permanently trapped underground.

[0004] Faced with the challenge of coal seam displacement caused by mining, the most common method in the industry is currently the use of protective coal pillars. The core idea is to calculate the rock strata movement angle and retain a sufficiently wide coal pillar to keep overhead transportation facilities outside the impact range of rock strata movement and surface subsidence caused by mining. Essentially, it's a passive strategy to avoid risk. However, this method has three significant limitations, which become increasingly prominent with increasing mining depth: (1) Huge resource losses and serious waste. The construction of coal pillars directly leads to the inability to recover the coal resources covered by the coal pillars, resulting in permanent losses. Especially in deep mining, the required width of the coal pillars increases linearly with depth, and the amount of resource loss increases dramatically, which runs counter to the industry goal of improving resource recovery rate.

[0005] (2) Poor economic efficiency and high sunk costs. The full price of mining rights cannot be used to extract the corresponding coal resources. In particular, the high-priced mining rights obtained through competitive bidding cannot be realized through mining, resulting in a heavy economic burden and sunk costs, which is not conducive to the development of the industry.

[0006] (3) The protective effect is passive and there are potential risks. This method is static and one-off, and cannot adapt to complex and ever-changing geological conditions or dynamic scenarios such as repeated mining of multiple coal seams. The long-term stability of the coal pillar itself and its control effect on surface deformation are uncertain, and it may even become unstable under certain conditions, which may lead to sudden surface subsidence and threaten traffic safety.

[0007] In addition, other technologies such as post-mining grouting in goaf areas are costly and are passive remediation methods that cannot achieve the active release of coal resources and are difficult to resolve the core contradiction of coal mining in the three areas. Summary of the Invention

[0008] This invention provides a method and device for controlling the deformation prestress of transportation engineering in the edge zone of coal mining subsidence area. This method solves the problems of traditional methods relying on the characteristics of rock strata as a continuous medium, whose deformation naturally decreases with distance, resulting in a linear increase in the required coal pillar width with mining depth, causing huge waste of resources and passive protection.

[0009] A first aspect of the present invention provides a method for controlling the deformation prestressing stress of transportation engineering in the edge zone of a coal mining subsidence area, comprising the following steps: The geometric parameters of the isolation joint are determined based on the target mining plan and the target engineering geological conditions. The geometric parameters of the isolation joint include the location, extension length, and cutting depth. A grouting pressure system is constructed by using hydrostatic pressure and additional pressure. The borehole spacing is determined according to the preset grouting diffusion radius, and the surface displacement monitoring equipment, inclinometer tubes, and stratified settlement markers are arranged according to the arrangement position and the borehole spacing to monitor the first vertical settlement and horizontal displacement, and the second vertical settlement and horizontal displacement. Water is injected at the arrangement position according to the drilling spacing, the extension length and the cutting depth, and the current first vertical settlement and horizontal displacement and the current second vertical settlement and horizontal displacement are obtained during the water injection process, so as to adjust the water injection pressure according to the first vertical settlement and horizontal displacement and the second vertical settlement and horizontal displacement until an isolation joint is formed. Seismic pressure sensors are installed in the isolation joint to monitor grouting pressure and flow rate; The isolation joint is filled with high-pressure grout according to the grouting pressure system, and the current grouting pressure and flow rate are obtained during the grouting process. The grouting pressure is adjusted according to the current grouting pressure and flow rate until the preset design final pressure is reached.

[0010] Optionally, determining the geometric parameters of the isolation joint based on the actual mining plan and target engineering geological conditions includes: The impact boundary of the goaf and the location of the transportation engineering project shall be determined based on the actual mining plan and the target engineering geological conditions. The arrangement location and the extension length are determined between the boundary of the goaf and the location of the traffic engineering project, and at a safe buffer distance from the location of the traffic engineering project; Based on the wedge theory, the cutting depth is estimated according to the rock strata movement angle and the design value of the increased coal mining length.

[0011] Optionally, the expression for the cutting depth is:

[0012] in, For cutting depth, To increase the design value of the coal mining length, This represents the angle of rock strata movement.

[0013] Optionally, the step of arranging surface displacement monitoring equipment, inclinometer tubes, and stratified settlement markers according to the arrangement positions and the borehole spacing to monitor the first vertical settlement and horizontal displacement, and the second vertical settlement and horizontal displacement, includes: Surface displacement monitoring devices are arranged on both sides of the isolation joint to monitor the first vertical settlement and horizontal displacement; Inclined tubes and stratified settlement gauges are arranged at key sections of the isolation joint to monitor the second vertical settlement and horizontal displacement.

[0014] A second aspect of the present invention provides a device for controlling the deformation prestressing stress of transportation engineering in the edge zone of a coal mining subsidence area, comprising: The determination module is used to determine the geometric parameters of the isolation joint based on the target mining plan and the target engineering geological conditions, wherein the geometric parameters of the isolation joint include the arrangement location, extension length, and cutting depth; Modules for constructing grouting pressure systems using hydrostatic pressure and additional pressure; The first monitoring module is used to determine the borehole spacing according to the preset grouting diffusion radius, and to arrange surface displacement monitoring equipment, inclinometer tubes, and stratified settlement markers according to the arrangement position and the borehole spacing, so as to monitor the first vertical settlement and horizontal displacement, and the second vertical settlement and horizontal displacement. The water injection module is used to inject water at the arrangement position according to the drilling spacing, the extension length and the cutting depth, and to obtain the current first vertical settlement and horizontal displacement and the current second vertical settlement and horizontal displacement during the water injection process, so as to adjust the water injection pressure according to the first vertical settlement and horizontal displacement and the second vertical settlement and horizontal displacement until an isolation joint is formed. The second monitoring module is used to install seismic pressure sensors in the isolation joint to monitor grouting pressure and flow rate; The grouting module is used to fill the isolation joint with high-pressure grouting according to the grouting pressure system, and to obtain the current grouting pressure and flow rate during the grouting process, so as to adjust the grouting pressure according to the current grouting pressure and flow rate until the preset design final pressure is reached.

[0015] Optionally, the determining module includes: The first determining unit is used to determine the impact boundary of the goaf and the location of the transportation engineering project based on the actual mining plan and the target engineering geological conditions. The second determining unit is used to determine the arrangement position and the extension length at a location between the boundary of the goaf and the location of the traffic engineering project, and at a safe buffer distance from the location of the traffic engineering project. The estimation unit is used to estimate the cutting depth based on the wedge theory, the rock strata movement angle, and the design value of the increased coal mining length.

[0016] Optionally, the expression for the cutting depth is:

[0017] in, For cutting depth, To increase the design value of the coal mining length, This represents the angle of rock strata movement.

[0018] Optionally, the monitoring module includes: The first monitoring unit is used to arrange surface displacement monitoring equipment on both sides of the isolation joint to monitor the first vertical settlement and horizontal displacement. The second monitoring unit is used to deploy inclinometer tubes and stratified settlement markers at the key cross-sections of the isolation joint to monitor the second vertical settlement and horizontal displacement.

[0019] A third aspect of the present invention provides an electronic device, comprising: a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the program to implement the deformation prestressing stress control method for transportation engineering in the edge zone of coal mining subsidence area as described in the above embodiments.

[0020] A fourth aspect of the present invention provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the above-described method for controlling the deformation prestressing stress of transportation engineering in the edge zone of a coal mining subsidence area.

[0021] The method and device for controlling deformation prestress in the edge zone of coal mining subsidence area proposed in this invention breaks through the traditional mindset of passively avoiding deformation by leaving wide coal pillars. It establishes a new concept of actively constructing narrow isolation zones to accurately cut off and control deformation. By actively intervening in the stress path of the rock strata, it transforms the continuous medium protection mode that relies on the natural decay of deformation into an active control mode that utilizes and stabilizes discontinuous deformation surfaces. This achieves a fundamental shift from passively retaining under-pressure coal to actively and safely releasing resources. It clearly proposes the synergistic mechanism of displacement field cutoff and stress compensation. It not only converts continuous deformation of the rock strata into controllable discontinuous deformation by creating isolation joints, but also actively compensates for stress through high-pressure grouting, transforming weak surfaces into reinforced stress buffer zones, thus ensuring the long-term stability of discontinuous surfaces. This mechanism provides a rigorous scientific basis for achieving effective protection with minimal structural width; it establishes a techno-economic integrated optimization design method, quantitatively linking key technical indicators such as isolation joint parameters and grouting pressure with economic indicators such as the amount of resources that can be released, engineering costs, and expected net benefits. Through numerical simulation and multi-scheme comparison, it achieves collaborative decision-making on technical feasibility and economic optimality, enabling technology selection to move from experience-based judgment to scientific optimization; it integrates the four major links of suitability assessment, parameter optimization, precise construction, and full-cycle monitoring into a unified closed-loop management system, forming a standardized process flow from analysis, design, implementation to feedback optimization, ensuring the reliability, adaptability, and scalability of the technology.

[0022] Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Attached Figure Description

[0023] The above and / or additional aspects and advantages of the present invention will become apparent and readily understood from the following description of the embodiments taken in conjunction with the accompanying drawings, wherein: Figure 1 This is a schematic diagram illustrating the principle of a method for controlling the deformation prestressing stress in the edge zone of a coal mining subsidence area according to an embodiment of the present invention. Figure 2 This is a schematic diagram illustrating the effect of the prestress control technology provided in an embodiment of the present invention; Figure 3 A flowchart illustrating a method for controlling deformation prestressing stress in traffic engineering at the edge of a coal mining subsidence area, according to an embodiment of the present invention; Figure 4 This is a schematic diagram of the prestress control execution according to an embodiment of the present invention; Figure 5 This is a schematic diagram of a cutting depth treatment according to an embodiment of the present invention; Figure 6 This is a schematic diagram of grouting pressure provided according to an embodiment of the present invention; Figure 7 This is a schematic diagram of the subsidence basin area and the location of the truncation treatment according to an embodiment of the present invention; Figure 8 A schematic diagram of the working face orientation profile, treatment location, and depth provided in an embodiment of the present invention; Figure 9 This is a schematic diagram comparing deformation vectors and cloud maps of uncontrolled and prestressed mining according to an embodiment of the present invention, wherein (a) represents uncontrolled over-mining and (b) represents prestressed mining. Figure 10 This is a block diagram of a deformation prestressing control device for transportation engineering in the edge zone of a coal mining subsidence area according to an embodiment of the present invention. Figure 11 This is a schematic diagram of the structure of an electronic device according to an embodiment of the present invention.

[0024] Explanation of reference numerals in the attached figures: 10-Deformation prestress control device for transportation engineering in the edge zone of coal mining subsidence area, 1001-Determination module, 1002-Construction module, 1003-Monitoring module, 1004-Water injection module, 1005-Grouting module, 1101 Memory, 1102-Processor, 1103-Communication interface. Detailed Implementation

[0025] Embodiments of the present invention are described in detail below. Examples of these embodiments are illustrated in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and intended to explain the present invention, and should not be construed as limiting the present invention.

[0026] The following describes, with reference to the accompanying drawings, a method and apparatus for controlling deformation prestressing stress in traffic engineering at the edge of a coal mining subsidence area according to an embodiment of the present invention. Regarding the aforementioned background technology center's questions about how to break through the traditional model of leaving wide coal pillars and achieve a new method that does not significantly increase the width of the protective zone with mining depth, thereby greatly reducing the amount of coal resources permanently covered and significantly improving the resource recovery rate, especially the recovery efficiency of deep resources; how to establish an economically feasible proactive technology system to replace the resource-wasting passive coal pillar method, enabling enterprises to effectively recover valuable resources within the mining rights area, transform assets into benefits, enhance the overall economic value of the project, and inject new vitality into the industry; and how to achieve proactive and controllable protection of transportation facilities safety, i.e., by actively intervening in rock strata movement, precisely controlling the propagation of mining impacts to the surface, stably limiting surface subsidence within safe standards, adapting to different mining conditions, and eliminating potential safety hazards, this invention provides a method for controlling the deformation pre-stress of transportation engineering at the edge of coal mining subsidence areas. In this method, the problem of coal pillar width dependence is solved by transitioning from continuous deformation attenuation to discontinuous deformation truncation; stress compensation and proactive reinforcement ensure the stability of discontinuous surfaces and solve safety risk problems.

[0027] like Figure 1 As shown, leaving coal pillars essentially utilizes the rock mass as a continuous medium. The displacement and stress fields caused by mining deformation gradually attenuate as the propagation distance increases from the goaf to the surrounding areas. To ensure that distant transportation facilities are located outside the allowable deformation value, sufficiently wide coal pillars (S ∝ H) must be left, which is the root cause of resource waste.

[0028] This invention no longer relies on the natural decay of deformation, but instead actively creates a continuous isolation fracture in the rock strata using high-pressure fracturing technology. This introduces a physical discontinuity, forcibly interrupting the continuous deformation transmitted within the continuous rock mass. This causes deformation to jump at the discontinuity, fundamentally altering its transmission path and pattern. Most deformation can be confined to the side of the isolation fracture closer to the mining area. This transforms the width of the isolation zone required to protect transportation facilities from a variable related to mining depth into a relatively fixed, smaller value primarily determined by the properties and location of the discontinuity itself. This provides a theoretical basis for significantly reducing the width of the protection zone and releasing coal resources trapped inside.

[0029] Furthermore, simply introducing discontinuous surfaces (isolation joints) is insufficient, because a simple weak surface may become unstable under mining stress, resulting in new concentrated deformations and even endangering safety.

[0030] like Figure 2As shown, in this embodiment of the invention, high-pressure grouting is performed immediately after the isolation joint is formed. This step not only fills the space but also provides stress compensation and active reinforcement for the discontinuous surface. High-pressure grouting actively applies a pre-stress field to the crack and the surrounding rock mass. Before the grout solidifies, it can bear deformation to block the transmission of deformation. After the grout solidifies, the resulting support transforms the original weak surface into a reinforced and stable stress buffer zone, sealing the crack surface and placing it under pressure. This reinforced zone can effectively bear and redistribute tensile stress and deformation energy from the goaf direction, absorbing and resisting deformation that would otherwise require a wide area to attenuate with minimal structural width. This ensures the stability and reliability of the discontinuous deformation mode and achieves active safety protection.

[0031] Specifically, Figure 3 This is a flowchart illustrating a method for controlling the deformation prestressing stress in a transportation engineering project at the edge of a coal mining subsidence area, as provided in an embodiment of the present invention.

[0032] like Figure 3 As shown, the method for controlling the deformation prestressing stress of transportation engineering in the edge zone of the coal mining subsidence area includes the following steps: In step S301, the geometric parameters of the isolation joint are determined according to the target mining plan and the target engineering geological conditions. The geometric parameters of the isolation joint include the location, extension length, and cutting depth.

[0033] In some embodiments, determining the geometric parameters of the isolation joint based on the actual mining plan and target engineering geological conditions includes: Determine the impact boundary of the goaf and the location of traffic engineering projects based on the actual mining plan and the target engineering geological conditions; The location and extension length are determined between the boundary of the goaf and the location of the traffic engineering project, and at a safe buffer distance from the location of the traffic engineering project. Based on the wedge theory, the cutting depth is estimated according to the rock strata movement angle and the design value of the increased coal mining length.

[0034] like Figure 4 As shown, in actual implementation, the geometric parameters of the isolation joint directly determine its cutting effect and the amount of resources that can be released, which is the primary key to the success of the technology. Its design needs to be optimized based on specific engineering geological conditions and mining plans, and the main parameters include the location, extension length, and cutting depth.

[0035] Specifically, the isolation joint should be arranged between the boundary of the goaf and the traffic engineering project. Therefore, the present invention determines the location of the boundary of the goaf and the traffic engineering project based on the actual mining plan and the target engineering geological conditions; and determines the arrangement location between the boundary of the goaf and the location of the traffic engineering project, and at a distance from the project with sufficient safety buffer distance.

[0036] Furthermore, in accordance with the "Regulations on Highway Safety Protection", the protection range of national highways is generally required to be no less than 20 meters from the toe of the roadbed slope, no less than 15 meters for provincial highways, and no less than 10 meters for county highways, in order to ensure that construction does not affect the stability of the roadbed. Therefore, the extension length of the isolation joint should be parallel to and cover the entire road section that needs to be protected, with a certain safety margin.

[0037] Furthermore, the cutting depth is the most critical parameter, and its design must ensure that it can effectively cut off the potential slip surface or main deformation transmission zone from the boundary of the goaf to the foundation of the transportation engineering project.

[0038] like Figure 4 and 5 As shown, to establish a scientific quantitative design basis, this invention proposes a calculation relationship between the cutting depth and the length of the mining section to be protected (i.e., the original width of the coal pillar to be left, and the planned length of the coal face to be released). The principle is to ensure that the depth of the isolation joint is sufficient to intercept the influence line extending upwards from the edge of the goaf according to the rock strata movement angle. The depth design of the isolation joint needs to be based on wedge theory to ensure that the most dangerous potential sliding surface can be cut off. The preliminary design depth can be estimated based on the rock strata movement angle and the design value of increasing the coal mining length, as shown in the following expression. The design goal is to ensure that the depth of the isolation joint is sufficient to penetrate the bottom of the potential slip body, forming an effective physical barrier.

[0039]

[0040] In the formula, For cutting depth, To increase the design value of the coal mining length, This represents the angle of rock strata movement.

[0041] In step S302, a grouting pressure system is constructed using hydrostatic pressure and additional pressure.

[0042] like Figure 6 As shown, in actual implementation, the grouting pressure system in this embodiment of the invention consists of two parts: hydrostatic pressure and additional pressure, as specifically expressed below:

[0043]

[0044] hydrostatic pressure Used to overcome the weight of the slurry and the friction of the pipeline, among which... The density of the slurry (approximately 1500-1800 kg / m³). Grouting point depth; additional pressure It is key to achieving stress compensation, and its original design purpose is to proactively compensate for the compressive stress loss in the underlying rock mass of the roadbed caused by coal seam mining. The compressive stress loss caused by mining can be estimated by numerically simulating the stress state of the underlying rock mass before and after mining. Then additional pressure. The design target value should not exceed this compressive stress loss value, that is... This is a theoretical maximum pressure; exceeding this theoretical maximum pressure may cause compression-shear failure in the rock mass.

[0045] In step S303, the borehole spacing is determined according to the preset grouting diffusion radius, and the surface displacement monitoring equipment, inclinometer tubes, and stratified settlement markers are arranged according to the arrangement position and borehole spacing to monitor the first vertical settlement and horizontal displacement, and the second vertical settlement and horizontal displacement.

[0046] In some embodiments, surface displacement monitoring equipment, inclinometer tubes, and stratified settlement markers are arranged according to their locations and borehole spacing to monitor first vertical settlement and horizontal displacement, and second vertical settlement and horizontal displacement, including: Surface displacement monitoring equipment is installed on both sides of the isolation joint to monitor the first vertical settlement and horizontal displacement; Inclined tubes and stratified settlement markers were placed at key sections of the isolation joint to monitor the second vertical settlement and horizontal displacement.

[0047] In actual implementation, this embodiment of the invention follows the "Grouting Technology Specification" (GB / T 50276-2013) regarding the drilling spacing. Mainly determined by the grouting diffusion radius The decision was made to ensure effective slurry circulation.

[0048]

[0049] in, The overlap factor is typically set to 1.2 to 1.5 to ensure the continuity of the filling; the diffusion radius... It needs to be estimated through field tests or based on the development of rock fractures and the characteristics of grout.

[0050] Furthermore, to ensure the effectiveness of the isolation joint treatment and achieve dynamic optimization, a comprehensive monitoring and feedback system needs to be established. Monitoring should be conducted throughout the construction and mining impact periods, as detailed below: Monitoring points should be set up at the toe of the roadbed slope, shoulder, and central median of the traffic engineering project. At least 2-3 rows of monitoring points should be set up on both sides of the isolation joint, with a point spacing of 10-20 meters, to accurately capture sudden deformation. Benchmark points should be set up outside the expected mining impact boundary to ensure benchmark stability.

[0051] High-precision GNSS real-time monitoring stations are deployed near areas such as road shoulders and median strips to collect data every second and report it every hour, enabling automatic alarms for exceeding limits. High-precision total stations are used for periodic measurements in secondary areas, which is less costly.

[0052] During the active construction and mining periods, monitoring is conducted once a day (manually) or in real time (automatically), and once a week or once a month during the stable period, to directly verify the interception effect of the isolation joint on the surface subsidence basin and ensure the safety of the transportation project.

[0053] In addition to monitoring deformation within the joint, select 1-2 key geological profiles for deployment. These profiles should be perpendicular to the isolation joint and traffic engineering. Install fixed inclinometers in the borehole and use mobile digital inclinometers for periodic monitoring of the magnitude and direction of horizontal displacement of the rock mass at different depths. Install stratified settlement magnetic rings in the borehole and use stratified settlement meters (magnetic slider sensors) to monitor the compressive settlement of different soil or rock layers.

[0054] In conjunction with surface monitoring, monitoring is conducted once a day (manually) or in real-time (automatically) during the active construction and mining periods, and once a week or once a month during the stable period. Especially during the active mining period, monitoring is conducted once or twice a week to reveal the deformation patterns inside the rock mass, verify the cut-off depth and effect of the isolation joints on the movement of rock strata, and provide data support for theoretical models.

[0055] In step S304, water is injected at the arrangement position according to the drilling spacing, extension length and cutting depth, and the current first vertical settlement and horizontal displacement and the current second vertical settlement and horizontal displacement are obtained during the water injection process, so as to adjust the water injection pressure according to the first vertical settlement and horizontal displacement and the second vertical settlement and horizontal displacement until the isolation joint is formed.

[0056] In actual implementation, the purpose of water pressure fracturing is to form a continuous vertical isolation fracture at a predetermined location and depth. Therefore, in this embodiment of the invention, boreholes are drilled at designed intervals (e.g., 15m), with a borehole diameter generally Φ90-150mm, to the designed fracture bottom depth. A packer is installed in the predetermined fracture section (usually the entire target depth) within the borehole, or a casing with a jet nozzle is pre-installed to ensure reliable packer setting and to direct high-pressure water onto the target rock layer. Water is injected into the target section at a low flow rate to expel air from the pipeline and borehole. The pressure is slowly and steadily increased, and the pressure-flow curve is observed. When the pressure reaches the tensile strength of the rock mass, the rock mass is split, the pressure drops suddenly, and the flow rate increases, indicating that the fracture has begun to form. The pressure is maintained or pulsed water injection is used to allow the fracture to expand along the direction of least resistance (usually the vertical direction) until the designed fracture length and height are formed. By repeating this process at different depths or by using multiple jet holes, a continuous vertical crack can be formed. After the crack is formed, the pressure is slowly released, the sealing equipment is removed, and the process is repeated at the next drilling location.

[0057] During the water injection process, the actual displacement data (i.e., the first vertical settlement and horizontal displacement, and the second vertical settlement and horizontal displacement) obtained by GNSS, inclinometers, etc., are compared in real time with the displacement cloud map and vector map predicted by numerical simulation before construction. If the actual data shows that the deformation on the protective side of the isolation joint is effectively suppressed, the deformation vector makes a significant turn at the joint, and the deformation value is much smaller than the warning value, it proves that the control effect is good; otherwise, the control effect is average, and the water injection pressure needs to be adjusted.

[0058] It should be noted that the construction can refer to relevant construction methods such as the "Stress Testing Procedure of Water Pressure Induced Fracturing Method for Hydropower and Water Conservancy Projects". In this embodiment of the invention, a high-power hydraulic drilling rig (such as the XYZ-150 type) is used to drill to the design depth, and a high-pressure water pump station with a pressure of 30-50MPa or more and adjustable flow rate is used; a hole sealer (to seal the bare hole section) or a casing (to be lowered into the hole to protect the hole wall and guide the water flow) is used; and a data acquisition and control system is used to monitor the pressure and flow rate in real time.

[0059] In step S305, seismic pressure sensors are installed in the isolation joint to monitor grouting pressure and flow rate.

[0060] In actual implementation, the orifice pressure is the key to reflecting the true pressure acting on the crack. Therefore, in this embodiment of the invention, a high-precision seismic pressure sensor is installed at the outlet of the grouting pump and the orifice sealer, and an intelligent electromagnetic flow meter is installed on the main pipeline of the grouting pump outlet to accurately measure the total grouting volume. The high-precision seismic pressure sensor and the intelligent electromagnetic flow meter are respectively connected to a distributed data acquisition instrument to automatically record the pressure-flow-time curve and achieve full traceability.

[0061] During the grouting process, operators and technicians only need to observe data changes to determine the filling of cracks and the diffusion of pressure. A normal curve should show a steady increase in pressure and a gradual decrease in flow rate. A sudden drop in pressure may indicate the formation of new cracks, while a sudden increase in pressure may indicate blockage.

[0062] In this embodiment of the invention, the criterion for ending single-hole grouting is that the pressure stabilizes at the design value and the flow rate remains below the final grouting standard.

[0063] In step S306, the isolation joint is filled with high-pressure grout according to the grouting pressure system, and the current grouting pressure and flow rate are obtained during the grouting process. The grouting pressure is adjusted according to the current grouting pressure and flow rate until the preset design final pressure is reached.

[0064] In actual implementation, high-pressure grouting should be carried out immediately after the isolation joint is formed. Construction must strictly comply with the requirements for high-pressure grouting in the "Technical Specification for Building Foundation Treatment" (JGJ 79-2012). The specific grouting process is as follows: First, select a high-pressure grouting pump (such as the BW-320 model) with a pressure that can reach 1.3-1.5 times the design pressure; select a high-speed grouting machine to ensure that the grout is uniform and free of lumps; and select a grout storage and mixing tank to maintain a continuous supply of grout.

[0065] Furthermore, cement-based grout is typically used, and the water-cement ratio can be adjusted according to the design (e.g., 0.8:1 to 1:1). To improve performance, admixtures such as water-reducing agents and bentonite can be added.

[0066] Further, inspect the grouting equipment and pipelines, and conduct a clean water circulation pressure test to ensure good system sealing. Then, adopt a segmented grouting method from top to bottom or bottom to top, using advanced processes such as orifice sealing, in-hole circulation, and segmented grouting: install a sealer at the orifice to seal it, and lower the grouting pipe into the borehole to the bottom. Starting from the bottom, each grouting segment is 10-15m long. Some grout enters the cracks, and some returns to the orifice from the gap between the grouting pipe and the borehole wall, playing a circulating and stirring role. When the grouting pressure reaches the design final pressure and the grouting volume reaches more than 80% of the design value, or when the grouting speed drops to 1 / 4 of the initial speed after 10 minutes, the grouting of that segment can be ended. Then, raise the grouting pipe to the next segment length and repeat the process until the grouting of the entire borehole depth is completed.

[0067] During the grouting process, the grouting pressure and flow rate are compared with the numerical simulation prediction results to verify the interception effect of the isolation joint on the deformation of the goaf. If the monitoring finds that the deformation is close to the warning value, or the deformation is not effectively controlled on the protection side of the isolation joint, the feedback mechanism should be activated. Dynamic intervention can be carried out by appropriately increasing the additional grouting pressure (Pa), adding supplementary grouting holes in specific areas, or adjusting the subsequent mining plan, forming a complete "design-construction-monitoring-feedback" closed-loop control process to ensure project safety.

[0068] For example, if the deformation at a monitoring point reaches 60% of the allowable value, or the deformation rate accelerates, increase the monitoring frequency (e.g., to twice daily), analyze data trends, hold internal technical meetings, and prepare for contingencies.

[0069] If the deformation at the monitoring point reaches 80% of the allowable value, or if significant deformation occurs on the protected side of the isolation joint, immediately activate the dynamic adjustment mechanism. Perform secondary or compensatory grouting in the completed grouting holes or supplementary boreholes near the deformation area, appropriately increase the additional grouting pressure (Pa), and strengthen the stress buffer zone. In the isolation joint of the section with large deformation, increase the density of grouting holes to enhance the interception capacity of the area.

[0070] If the deformation at the monitoring point approaches or exceeds the allowable value, traffic safety is directly threatened; the highest level of response should be activated immediately. In addition to the above measures, if necessary, coordinate with the mining unit to adjust the mining plan for subsequent working faces, such as reducing mining speed or changing the direction of advance, to minimize the impact at the source. Collaborate with traffic management departments to implement temporary control measures such as speed limits and partial lane closures on affected road sections to ensure absolute safety.

[0071] Finally, a dual-standard control is adopted, that is, when the pressure reaches the design value and the grouting rate drops significantly (e.g., less than 1-2 L / min), it means that after the grouting of the whole hole is completed, the grout in the hole is replaced with thick grout, the grouting pipe is pulled out, and the hole opening is sealed tightly with cement mortar.

[0072] The following is a detailed description of the deformation prestressing stress control method for transportation engineering in the edge zone of coal mining subsidence area proposed in this invention, through a specific embodiment.

[0073] The section of the Taiyuan-Jiuguan section of the Taiyuan-Qingyin Expressway (G20 Qingyin Expressway Taiyuan to Jiuguan section) that crosses the edge of the 80910 working face of Huayang No. 2 Mine in Yangquan Mining Area was selected as a typical engineering case, and in-depth numerical simulation analysis was carried out.

[0074] The case study section is located within a highway reconstruction and expansion area, beneath which lies the edge zone of the already mined 80910 working face of Huayang No. 2 Mine. The geological conditions are complex, and the safety of the highway is severely threatened by residual deformation and potential slippage in the goaf. Based on the actual geological conditions of this working face, a two-dimensional numerical model was established. The key geological parameters used in the simulation are shown in the table below. The model treats the overlying strata as an ideal elastic-plastic material to reflect the plastic deformation behavior of the rock mass under the influence of mining.

[0075] Table 1. Subsidence coefficient and mining movement angle in the study area

[0076] like Figure 7 and 8 As shown, based on the wedge theory of potential slip bodies, the depth of the isolation joint... It needs to be able to intercept the boundary of the over-extraction working face. According to the angle of rock strata movement ( =65°) extended influence line. When the planned over-extraction length When the depth is 113m, the minimum theoretical depth of the isolation joint is calculated as follows:

[0077] Therefore, to ensure effective interception, the design depth of the isolation joint in this case was determined to be 242 meters. This depth is sufficient to penetrate the bottom of the potential slip mass, forming a reliable physical barrier between the goaf and the highway.

[0078] Numerical simulation analysis shows that under over-extraction conditions without control measures, the maximum horizontal stress concentration in the rock mass at the edge of the goaf is approximately 2 MPa. To proactively compensate for the stress loss in the rock mass caused by coal seam mining, the design target value for the additional grouting pressure (Pa) is set at 2 MPa in this case study. That is: This approach aims to pre-establish a compressive stress field in the rock mass that is equal in magnitude and opposite in direction to the stress loss caused by mining through a grouting pressure system, thereby significantly suppressing the relaxation and deformation of the rock mass.

[0079] like Figure 9 As shown in (a), over-extraction is uncontrolled: the displacement vector clearly points to the center of the goaf, forming a continuous settlement basin. The deformation range has affected the location of the highway subgrade, and the maximum settlement value is enormous. Figure 9 As shown in (b), the prestressed control on the right side successfully interrupted the deformation transmission through the isolation joint. The displacement vector made a significant turn at the isolation joint, with the deformation mainly concentrated on the side of the goaf, while the displacement vector and settlement value on the highway side were controlled within a very small range, effectively ensuring the safety of the roadbed.

[0080] In summary, the method for controlling deformation prestressing stress in the edge zone of coal mining subsidence area proposed in the embodiments of the present invention has the following beneficial effects: (1) It has excellent resource release effect, greatly reduces waste, and can directly and safely release the huge amount of coal resources covered by traditional coal pillars. Especially for deep mining, it can significantly reduce the dependence on the width of the coal pillar, reduce the width of the protective zone by 30%-50%, and increase the resource recovery rate by more than 20%, fundamentally solving the problem of permanent resource loss.

[0081] (2) Significant economic benefits and value maximization. The cost of this technology system is far lower than that of the traditional goaf filling method. At the same time, it generates huge profits by releasing high-value resources, reversing the situation of poor economic performance caused by leaving coal pillars.

[0082] (3) The safety control is proactive and precise, and the technology is widely adaptable. Through the proactive cut-off and compensation mechanism, the uneven settlement of the ground surface in the transportation engineering area can be controlled within the safety standard, and the protection effect is better than that of passive coal pillar. The technology system can optimize and adjust parameters according to different geological conditions, mining depth and stage, showing strong adaptability and flexibility.

[0083] (4) It has great social and industry promotion value. It provides a new path that is technically reliable and economically feasible for resolving the conflict between resource development and infrastructure protection in the process of promoting the strategy of building a strong transportation nation. It has great strategic value for ensuring national energy security and promoting coordinated regional economic development.

[0084] Next, referring to the accompanying drawings, we describe the deformation prestressing stress control device for transportation engineering in the edge zone of a coal mining subsidence area according to an embodiment of the present invention.

[0085] Figure 10 This is a block diagram of a deformation prestressing control device for transportation engineering in the edge zone of a coal mining subsidence area, provided in an embodiment of the present invention.

[0086] like Figure 10 As shown, the deformation prestressing control device 10 for transportation engineering in the edge zone of the coal mining subsidence area includes: a determination module 1001, a construction module 1002, a first monitoring module 1003, a water injection module 1004, a second monitoring module 1005, and a grouting module 1006.

[0087] The system comprises the following modules: Module 1001 determines the geometric parameters of the isolation joint based on the target mining plan and target engineering geological conditions. These parameters include the placement location, extension length, and cutting depth. Module 1002 constructs a grouting pressure system using hydrostatic pressure and additional pressure. Module 1003 determines the borehole spacing based on the preset grouting diffusion radius and deploys surface displacement monitoring equipment, inclinometers, and stratified settlement markers according to the placement location and borehole spacing to monitor the first and second vertical and horizontal settlement and displacement. Module 1004 injects water at the designated location based on the borehole spacing, extension length, and cutting depth. During water injection, it acquires the current first and second vertical and horizontal settlement and displacement, adjusting the water injection pressure based on these displacements until the isolation joint is formed. Module 1005 places seismic pressure sensors at the isolation joint to monitor the grouting pressure and flow rate. The grouting module 1006 is used to fill the isolation joint with high-pressure grout according to the grouting pressure system, and to acquire the current grouting pressure and flow rate during the grouting process, so as to adjust the grouting pressure according to the current grouting pressure and flow rate until the preset design final pressure is reached. This device actively transforms the continuous deformation mode of the rock strata into a controllable discontinuous deformation mode and ensures the stability of the discontinuous surface, thereby achieving maximum resource release and safety control with a minimal intervention width.

[0088] In some embodiments, the determining module 1001 includes: The first determining unit is used to determine the impact boundary of the goaf and the location of traffic engineering projects based on the actual mining plan and the target engineering geological conditions. The second determining unit is used to determine the layout location and extension length between the boundary of the goaf and the location of the traffic engineering project, and at a safe buffer distance from the location of the traffic engineering project. The estimation unit is used to estimate the cutting depth based on the wedge theory, the rock strata movement angle, and the design value of the increased coal mining length.

[0089] In some embodiments, the expression for the cutting depth is:

[0090] in, For cutting depth, To increase the design value of the coal mining length, This represents the angle of rock strata movement.

[0091] In some embodiments, the monitoring module 1003 includes: The first monitoring unit is used to deploy surface displacement monitoring equipment on both sides of the isolation joint to monitor the first vertical settlement and horizontal displacement. The second monitoring unit is used to deploy inclinometer tubes and stratified settlement markers at key sections of the isolation joint to monitor the second vertical settlement and horizontal displacement.

[0092] It should be noted that the explanation of the aforementioned embodiment of the deformation prestress control method for transportation engineering in the edge zone of coal mining subsidence area also applies to the deformation prestress control device for transportation engineering in the edge zone of coal mining subsidence area in this embodiment, and will not be repeated here.

[0093] The deformation prestressing control device for transportation engineering in the edge zone of coal mining subsidence area proposed in the embodiments of the present invention has the following beneficial effects: (1) It has excellent resource release effect, greatly reduces waste, and can directly and safely release the huge amount of coal resources covered by traditional coal pillars. Especially for deep mining, it can significantly reduce the dependence on the width of the coal pillar, reduce the width of the protective zone by 30%-50%, and increase the resource recovery rate by more than 20%, fundamentally solving the problem of permanent resource loss.

[0094] (2) Significant economic benefits and value maximization. The cost of this technology system is far lower than that of the traditional goaf filling method. At the same time, it generates huge profits by releasing high-value resources, reversing the situation of poor economic performance caused by leaving coal pillars.

[0095] (3) The safety control is proactive and precise, and the technology is widely adaptable. Through the proactive cut-off and compensation mechanism, the uneven settlement of the ground surface in the transportation engineering area can be controlled within the safety standard, and the protection effect is better than that of passive coal pillar. The technology system can optimize and adjust parameters according to different geological conditions, mining depth and stage, showing strong adaptability and flexibility.

[0096] (4) It has great social and industry promotion value. It provides a new path that is technically reliable and economically feasible for resolving the conflict between resource development and infrastructure protection in the process of promoting the strategy of building a strong transportation nation. It has great strategic value for ensuring national energy security and promoting coordinated regional economic development.

[0097] Figure 11 This is a schematic diagram of an electronic device provided in an embodiment of the present invention. The electronic device may include: The memory 1101, the processor 1102, and the computer program stored on the memory 1101 and executable on the processor 1102.

[0098] When the processor 1102 executes the program, it implements the method for controlling the deformation prestress of transportation engineering in the edge zone of the coal mining subsidence area provided in the above embodiments.

[0099] Furthermore, electronic devices also include: Communication interface 1103 is used for communication between memory 1101 and processor 1102.

[0100] The memory 1101 is used to store computer programs that can run on the processor 1102.

[0101] The memory 1101 may include high-speed RAM memory, and may also include non-volatile memory, such as at least one disk storage.

[0102] If the memory 1101, processor 1102, and communication interface 1103 are implemented independently, then the communication interface 1103, memory 1101, and processor 1102 can be interconnected via a bus to complete communication between them. The bus can be an Industry Standard Architecture (ISA) bus, a Peripheral Component Interconnect (PCI) bus, or an Extended Industry Standard Architecture (EISA) bus, etc. Buses can be categorized into address buses, data buses, control buses, etc. For ease of representation, Figure 11 The bus is represented by a single thick line, but this does not mean that there is only one bus or one type of bus.

[0103] Optionally, in a specific implementation, if the memory 1101, processor 1102, and communication interface 1103 are integrated on a single chip, then the memory 1101, processor 1102, and communication interface 1103 can communicate with each other through an internal interface.

[0104] The processor 1102 may be a central processing unit (CPU), an application specific integrated circuit (ASIC), or one or more integrated circuits configured to implement embodiments of the present invention.

[0105] This invention also provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the above-described method for controlling deformation prestressing stress in transportation engineering at the edge of a coal mining subsidence area.

[0106] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0107] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this invention, "N" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0108] Any process or method description in the flowchart or otherwise herein can be understood as representing a module, segment, or portion of code comprising one or N executable instructions for implementing custom logic functions or processes, and the scope of preferred embodiments of the invention includes additional implementations in which functions may be performed not in the order shown or discussed, including substantially simultaneously or in reverse order depending on the functions involved, as will be understood by those skilled in the art to which embodiments of the invention pertain.

[0109] The logic and / or steps represented in the flowchart or otherwise described herein, for example, can be considered as a sequenced list of executable instructions for implementing logical functions, and can be embodied in any computer-readable medium for use by, or in conjunction with, an instruction execution system, apparatus, or device (such as a computer-based system, a processor-included system, or other system that can fetch and execute instructions from, an instruction execution system, apparatus, or device). For the purposes of this specification, "computer-readable medium" can be any means that can contain, store, communicate, propagate, or transmit programs for use by, or in conjunction with, an instruction execution system, apparatus, or device. More specific examples (a non-exhaustive list) of computer-readable media include: an electrical connection having one or more wires (electronic device), a portable computer disk drive (magnetic device), random access memory (RAM), read-only memory (ROM), erasable and editable read-only memory (EPROM or flash memory), fiber optic devices, and portable optical disc read-only memory (CDROM). Alternatively, the computer-readable medium may be paper or other suitable media on which the program can be printed, since the program can be obtained electronically by optically scanning the paper or other medium, followed by editing, interpreting, or otherwise processing as necessary, and then stored in a computer memory.

[0110] It should be understood that various parts of the present invention can be implemented in hardware, software, firmware, or a combination thereof. In the above embodiments, the N steps or methods can be implemented in software or firmware stored in memory and executed by a suitable instruction execution system. If implemented in hardware, as in another embodiment, it can be implemented using any one or a combination of the following techniques known in the art: discrete logic circuits having logic gates for implementing logical functions on data signals, application-specific integrated circuits (ASICs) having suitable combinational logic gates, programmable gate arrays (PGAs), field-programmable gate arrays (FPGAs), etc.

[0111] Those skilled in the art will understand that all or part of the steps of the methods in the above embodiments can be implemented by a program instructing related hardware. The program can be stored in a computer-readable storage medium, and when executed, the program includes one or a combination of the steps of the method embodiments.

[0112] Furthermore, the functional units in the various embodiments of the present invention can be integrated into a processing module, or each unit can exist physically separately, or two or more units can be integrated into a module. The integrated module can be implemented in hardware or as a software functional module. If the integrated module is implemented as a software functional module and sold or used as an independent product, it can also be stored in a computer-readable storage medium.

[0113] The storage medium mentioned above can be a read-only memory, a disk, or an optical disk, etc. Although embodiments of the present invention have been shown and described above, it is to be understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those skilled in the art can make changes, modifications, substitutions, and variations to the above embodiments within the scope of the present invention.

Claims

1. A method for controlling the pre-compression stress of a deformation of a traffic engineering zone of a coal mining subsidence area, characterized in that, Includes the following steps: The geometric parameters of the isolation joint are determined based on the target mining plan and the target engineering geological conditions. The geometric parameters of the isolation joint include the location, extension length, and cutting depth. A grouting pressure system is constructed by using hydrostatic pressure and additional pressure. The borehole spacing is determined according to the preset grouting diffusion radius, and the surface displacement monitoring equipment, inclinometer tubes, and stratified settlement markers are arranged according to the arrangement position and the borehole spacing to monitor the first vertical settlement and horizontal displacement, and the second vertical settlement and horizontal displacement. Water is injected at the arrangement position according to the drilling spacing, the extension length and the cutting depth, and the current first vertical settlement and horizontal displacement and the current second vertical settlement and horizontal displacement are obtained during the water injection process, so as to adjust the water injection pressure according to the first vertical settlement and horizontal displacement and the second vertical settlement and horizontal displacement until an isolation joint is formed. Seismic pressure sensors are installed in the isolation joint to monitor grouting pressure and flow rate; The isolation joint is filled with high-pressure grout according to the grouting pressure system, and the current grouting pressure and flow rate are obtained during the grouting process. The grouting pressure is adjusted according to the current grouting pressure and flow rate until the preset design final pressure is reached.

2. The method according to claim 1, wherein The expression for the cutting depth is: in, For cutting depth, To increase the design value of the coal mining length, This represents the angle of rock strata movement.

3. The method for controlling deformation prestressing stress in the edge zone of a coal mining subsidence area according to claim 1, characterized in that, The arrangement of surface displacement monitoring equipment, inclinometer tubes, and stratified settlement markers according to the specified locations and borehole spacing to monitor the first vertical settlement and horizontal displacement, and the second vertical settlement and horizontal displacement, includes: Surface displacement monitoring devices are arranged on both sides of the isolation joint to monitor the first vertical settlement and horizontal displacement; Inclined tubes and stratified settlement gauges are arranged at key sections of the isolation joint to monitor the second vertical settlement and horizontal displacement.

4. A device for controlling the deformation prestressing stress of transportation engineering in the edge zone of a coal mining subsidence area, characterized in that, include: The determination module is used to determine the geometric parameters of the isolation joint based on the target mining plan and the target engineering geological conditions, wherein the geometric parameters of the isolation joint include the arrangement location, extension length, and cutting depth; Modules for constructing grouting pressure systems using hydrostatic pressure and additional pressure; The first monitoring module is used to determine the borehole spacing according to the preset grouting diffusion radius, and to arrange surface displacement monitoring equipment, inclinometer tubes, and stratified settlement markers according to the arrangement position and the borehole spacing, so as to monitor the first vertical settlement and horizontal displacement, and the second vertical settlement and horizontal displacement. The water injection module is used to inject water at the arrangement position according to the drilling spacing, the extension length and the cutting depth, and to obtain the current first vertical settlement and horizontal displacement and the current second vertical settlement and horizontal displacement during the water injection process, so as to adjust the water injection pressure according to the first vertical settlement and horizontal displacement and the second vertical settlement and horizontal displacement until an isolation joint is formed. The second monitoring module is used to install seismic pressure sensors in the isolation joint to monitor grouting pressure and flow rate; The grouting module is used to fill the isolation joint with high-pressure grouting according to the grouting pressure system, and to obtain the current grouting pressure and flow rate during the grouting process, so as to adjust the grouting pressure according to the current grouting pressure and flow rate until the preset design final pressure is reached.

5. The deformation prestressing stress control device for transportation engineering in the edge zone of coal mining subsidence area according to claim 4, characterized in that, The expression for the cutting depth is: in, For cutting depth, To increase the design value of the coal mining length, This represents the angle of rock strata movement.

6. The deformation prestressing stress control device for transportation engineering in the edge zone of coal mining subsidence area according to claim 4, characterized in that, The monitoring module includes: The first monitoring unit is used to arrange surface displacement monitoring equipment on both sides of the isolation joint to monitor the first vertical settlement and horizontal displacement. The second monitoring unit is used to deploy inclinometer tubes and stratified settlement markers at the key cross-sections of the isolation joint to monitor the second vertical settlement and horizontal displacement.

7. An electronic device, characterized in that, include: The method includes a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the program to implement the method for controlling deformation prestressing stress in the edge zone of a coal mining subsidence area as described in any one of claims 1-3.

8. A computer-readable storage medium having a computer program stored thereon, characterized in that, The program is executed by the processor to implement the method for controlling the deformation prestress of transportation engineering in the edge zone of coal mining subsidence area as described in any one of claims 1-3.

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