Integrated technology of concealed roadway detection, drilling and grouting filling in stoping area

Abstract

This invention relates to the technical field of disaster prevention and safe mining in coal mine residual mining areas, and particularly to an integrated process for detecting, drilling, and grouting in concealed open roadways in longwall mining areas. The process includes determining roadway parameters using a combination of geophysical preliminary investigation and drilling verification; arranging multiple sets of pre-grouting boreholes of different depths at the working face and injecting quick-setting grout; arranging grouting boreholes perpendicular to the transport roadway in the return airway and performing buried pipe grouting using a progressive process; and drilling inspection holes between adjacent grouting holes to detect effectiveness and supplement grouting. This invention can accurately determine roadway parameters, improve the grouting and filling roof contact rate, eliminate grouting blind spots, and ensure the safe advancement of the longwall mining face.

Description

Technical Field

[0001] This invention relates to the technical field of disaster prevention and safe mining in coal mine residual mining areas, and in particular to an integrated process of detection, drilling and grouting filling of hidden tunnels in mining areas. Background Technology

[0002] Within the mining area of ​​the residual mining zone, there are a large number of historically inherited hidden tunnels, old goaf areas and fractured zones. These are scattered and complex in shape, and are often accompanied by hidden dangers such as water accumulation and gas accumulation. They are very likely to cause major safety accidents such as roof collapse, gas exceeding the limit, and water inrush, which seriously restricts the safe progress of the mining face.

[0003] Existing technologies for managing empty tunnels have the following drawbacks: First, the methods for detecting empty tunnels are limited, often relying on a single drilling method, resulting in low detection accuracy and an inability to accurately determine the location, extent, water accumulation, and gas conditions of the empty tunnels, making it prone to missed detections. Second, the borehole layout is unreasonable, lacking targeted design, resulting in numerous grouting blind spots and a low filling-to-roof ratio. Third, the grouting materials and processes are mismatched, leading to insufficient strength of the filling material and an inability to meet the support requirements during mining. Fourth, the processes of detection, drilling, grouting, and effect testing are disconnected, the construction process is not standardized, and the management efficiency is low, making it difficult to achieve comprehensive, accurate, and efficient management of hidden empty tunnels.

[0004] In the prior art, Chinese invention patent CN114412550A discloses a method for grouting treatment of goaf areas in the re-mining of extra-thick coal seams. This method includes steps such as determining the boundary of the re-mining area, laying out surface directional boreholes and underground diversion boreholes, grouting and filling, and effect inspection and reinforcement, which can achieve grouting treatment of goaf areas. However, this technology still has the following shortcomings: the detection method is singular, mainly relying on drilling, resulting in low detection efficiency, easy missed detection, and inability to accurately determine the location, range, water accumulation, and gas conditions of the goaf; no targeted borehole layout schemes are designed for the tunneling face and the mining area, the borehole layout lacks scientific rigor, there are many grouting blind spots, and the filling roof connection rate is low; the detection, drilling, grouting, and effect inspection processes are disconnected from each other, failing to form a closed-loop treatment process, resulting in low construction efficiency, and a lack of pre-grouting reinforcement measures for the tunneling face, making it difficult to completely eliminate safety hazards such as roof collapse and excessive gas levels caused by goaf areas.

[0005] Therefore, there is an urgent need to develop a technology for treating hidden voids in mining areas that integrates precise detection of voids, scientific borehole layout, zoned grouting and filling, and effect testing and supplementary grouting. Summary of the Invention

[0006] The purpose of this invention is to provide an integrated process for detecting, drilling, and grouting in hidden tunnels in mining areas. This aims to solve the problems mentioned in the background art regarding the existing tunnel management technologies, such as the single detection method, low positioning accuracy, disconnect between detection, drilling, and grouting processes, and lack of targeted drilling layout. This results in numerous grouting blind spots, low roof filling coverage, and difficulty in completely eliminating safety hazards such as roof collapse and excessive gas levels caused by tunnels in residual mining areas.

[0007] To achieve the above objectives, the present invention provides the following technical solution: an integrated process for detecting concealed voids in mining areas, drilling, and grouting, comprising the following steps:

[0008] S1. Precise detection of empty roadways: Geophysical exploration is carried out using ground-penetrating radar. Survey lines are laid out in the mining area according to a preset grid and scanned along the strike and dip of the coal seam to delineate abnormal areas of empty roadways. Then, a drilling verification method is used to lay verification boreholes in the abnormal areas to accurately determine the location, range, water accumulation and gas conditions of the empty roadways.

[0009] S2. Pre-grouting reinforcement of the tunneling face: Multiple sets of pre-grouting boreholes of different depths are arranged at the tunneling face. The end position of the boreholes extends a certain distance beyond the roadway outline to form a three-dimensional reinforcement curtain. Quick-setting grouting slurry is injected into the boreholes to improve the stability of the surrounding rock.

[0010] S3. Grouting and filling of empty roadways in the mining area: Grouting boreholes are arranged perpendicular to the transport roadway in the return airway, with the boreholes parallel to the coal seam roof. A progressive drilling process is adopted, and drilling is stopped and grouting pipes are buried when an empty roadway is encountered. Solidifying agent-fly ash slurry is injected into the empty roadway until it is fully filled.

[0011] S4. Filling effect detection and supplementary grouting: Drill an inspection hole between two adjacent grouting holes to detect the grouting effect; if there are voids, use the inspection hole to supplement grouting until the filling and top connection rate reaches the preset requirements.

[0012] Further, in step S1, the ground-penetrating radar has a transmission frequency of 100MHz, a detection depth of 30m, and the survey lines are arranged in a 5m×5m grid; the verification borehole spacing is 10-15m, and the borehole depth is 20-30m; during drilling verification, after the borehole exposes the tunnel, the concentration of harmful gases is immediately detected. The gas concentration is ≤0.8%, the carbon dioxide concentration is ≤1.2%, and the concentration is stable for 30 minutes before the operation can continue; if water accumulation is detected in the tunnel, the water is drained by drilling before grouting.

[0013] Further, in step S2, a total of 11 pre-grouting boreholes in 4 groups are arranged, with drilling depths of 12m, 24m and 36m respectively. The final positions of the boreholes on the left and right sides are located 6m outside the roadway outline. The drilling construction method is as follows: first, a Φ133mm drill bit is used to drill to a depth of 3m, and a Φ108mm seamless steel pipe with a length of 3.0m is inserted as the borehole pipe. Two grout-stopping gaskets are set at the tail end of the borehole pipe. After injecting quick-setting grout to fix it, a Φ89mm drill bit is used to sew the hole to the designed depth.

[0014] Further, in step S2, the water-to-solid ratio of the quick-setting grouting reinforcement slurry is 1:1.6, the initial setting time is 5-30 min, the final setting time is 2 h, the slurry stone-forming rate is ≥95%, and the compressive strength at 28 days is ≥10 MPa; a pneumatic grouting pump is used for grouting, with a rated flow rate of 70 L / min and a rated pressure of 7 MPa; at the intersection of the tunnel and the empty roadway, a "crosshead" reinforcement is carried out by using a miner's steel trapezoidal shed support in conjunction with flexible mold bag grouting.

[0015] Further, in step S3, the spacing between adjacent grouting boreholes is 10.0m, with the furthest drilling reaching 6m from the side of the transport roadway. The formula for calculating the maximum borehole depth is: λ=(L-6.0) / cosβ, where λ is the maximum borehole depth, L is the horizontal normal distance between the borehole opening and the side of the transport roadway, and β is the roof inclination angle in the drilling direction. The drilling construction method is as follows: 5.0m before the opening, a Φ133mm drill bit is used to drill, and a 3m long Φ108mm borehole pipe is installed. Then, a Φ89mm drill bit is used to drill to the empty roadway position, and a Φ83mm grouting pipe is installed for grouting.

[0016] Further, in step S3, the weight ratio of the grout used for filling the tunnel is curing agent: fly ash: water = 1:6:4, the compressive strength at 28 days is ≥3MPa, and the grout composition per m³ is 150kg curing agent, 900kg fly ash, and 600kg water. Grouting is carried out in a bottom-up order, and the grouting pressure is controlled at 2-3MPa. Grouting is stopped when the grouting pressure reaches 3MPa and stabilizes for 2 minutes.

[0017] Furthermore, in step S4, the diameter of the inspection hole is Φ89mm and the depth is the same as that of the grouting hole; if the inspection hole collapses, leaks air or produces water during the drilling process, it indicates that there is a cavity, and the inspection hole is used to supplement grouting until the filling and top connection rate is ≥95%.

[0018] Compared with the prior art, the beneficial effects of the present invention are:

[0019] 1. This invention adopts a combined detection method of "geological radar geophysical exploration preliminary investigation + drilling verification". First, the abnormal area of ​​the empty tunnel is quickly delineated through geophysical exploration, and then the location, range, water accumulation and gas conditions of the empty tunnel are accurately determined through drilling. This completely eliminates the hidden danger of missed detection caused by single detection methods and provides accurate basic data for the management of empty tunnels.

[0020] 2. Targeted drilling layout schemes were designed for the tunneling face and the mining area respectively. Pre-grouting boreholes with multiple depths and angles were used in the tunneling face, while grouting boreholes with equal spacing parallel to the roof were used in the mining area. Combined with progressive drilling, stopping when encountering a void, buried pipe grouting technology, and drilling inspection holes between adjacent boreholes for effect testing and supplementary grouting, the grouting filling and roof connection rate was significantly improved, and grouting blind spots were completely eliminated.

[0021] 3. Different grout mix ratios and construction techniques are adopted for different treatment areas. For the advanced reinforcement of the tunneling face, quick-setting grouting slurry is used to meet the requirements of rapid solidification and high-strength support. For the backfilling of the mining area, solidifier-fly ash slurry is used to balance the filling effect and construction economy, so as to achieve the optimal balance between support strength and treatment cost.

[0022] 4. The four stages of empty roadway detection, precision drilling, zoned grouting, and effect testing are organically integrated to form a closed-loop management process. The processes are closely connected to avoid delays caused by process disconnection, which greatly improves the efficiency of empty roadway management and ensures the smooth progress of mining face.

[0023] 5. Complete supporting measures for gas and harmful gas detection, roof monitoring and grouting safety control. Harmful gas detection is carried out first after drilling to expose the empty roadway. During the grouting process, the stability of the roof and roadway wall is monitored in real time, which can effectively prevent major safety accidents such as roof collapse, gas exceeding the limit, and water inrush, and achieve safe and efficient management of empty roadways in the residual mining area. Attached Figure Description

[0024] Figure 1 This is a front view of the pre-grouting borehole of the present invention;

[0025] Figure 2 This is a top view of the pre-grouting borehole of the present invention;

[0026] Figure 3 This is a side view of the pre-grouting borehole of the present invention;

[0027] Figure 4 This is a schematic diagram showing the arrangement of the grouting boreholes in this invention;

[0028] Figure 5 This is a schematic diagram of the drilling method of the present invention;

[0029] Figure 6 This is a schematic diagram of the drilling structure of the present invention. Detailed Implementation

[0030] The technical solutions in the embodiments of the present invention will be clearly and completely described below. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0031] Please see Figure 1-6 This document provides a detailed and complete description of the preferred embodiments of the present invention. This embodiment is used to illustrate the invention but is not intended to limit its scope. This embodiment is applicable to the treatment of historically inherited hidden tunnels within the mining area of ​​residual coal mines, especially suitable for tunnels that are scattered, complex in shape, and accompanied by water and gas accumulation. This process organically integrates four stages—detection, drilling, grouting, and effect testing—to form a closed-loop treatment process, enabling precise, efficient, and safe treatment of hidden tunnels.

[0032] 1. Precise detection of empty alleyways

[0033] First, ground-penetrating radar (GPR) was used for preliminary geophysical exploration. Survey lines were laid out in a 5m × 5m grid in the mining area, scanning along the strike and dip of the coal seam. The GPR has a transmission frequency of 100MHz and a detection depth of 30m, effectively identifying geological anomalies such as underground tunnels and fractured zones. By processing and interpreting the GPR data, the approximate range and location of the anomaly areas in the tunnels were delineated.

[0034] Then, a drilling verification method is used to arrange verification boreholes in the abnormal area to accurately determine the location, extent, water accumulation, and gas conditions of the empty tunnel. The spacing between verification boreholes is 10-15m, and the borehole depth is determined based on the detection depth, generally 20-30m. During drilling verification, once the borehole exposes the empty tunnel, a gas inspector immediately checks the concentration of harmful gases such as methane, carbon monoxide, hydrogen sulfide, and sulfur dioxide at the borehole opening. Work can only continue after the methane concentration is ≤0.8% and the carbon dioxide concentration is ≤1.2% and has remained stable for 30 minutes. If water accumulation is detected in the empty tunnel, the water is first drained using the borehole drainage method before grouting and filling operations are carried out. The drainage rate must be controlled during drainage to prevent water inrush accidents.

[0035] 2. Pre-grouting reinforcement of the tunneling face

[0036] like Figure 1 , Figure 2 and Figure 3 As shown, four groups of 11 pre-grouting boreholes were arranged at the tunneling face, with drilling depths of 12m, 24m, and 36m respectively. The boreholes on the left and right sides ended 6m outside the roadway outline, forming a three-dimensional reinforcement curtain. The specific borehole arrangement is as follows:

[0037] Group 1: 2 boreholes, 12m deep, located on the left and right sides of the working face, at an angle of 30° to the center line of the roadway;

[0038] The second group consists of four boreholes, each 24m deep, located on the left and right sides of the working face, at angles of 10° and 15° to the centerline of the roadway, respectively.

[0039] The third group consists of four boreholes, each 36m deep, located on the left and right sides of the working face, at angles of 5° and 10° to the centerline of the roadway, respectively.

[0040] Group 4: One borehole, 36m deep, located at the center of the working face, arranged horizontally.

[0041] The construction method for pre-grouting drilling is as follows: First, drill to a depth of 3m using a Φ133mm drill bit, insert a 3.0m long Φ108mm seamless steel pipe as the borehole pipe, set two grout-stopping gaskets at the tail end of the borehole pipe, and inject quick-setting grout to fix the borehole pipe; after the borehole pipe is firmly fixed, use a Φ89mm drill bit to drill to the designed depth.

[0042] Inject quick-setting grouting slurry into the borehole. The slurry's water-to-solid ratio is 1:1.6, with an initial setting time of 5–30 minutes and a final setting time of 2 hours. The slurry's stone-setting rate is ≥95%, and its compressive strength at 28 days is ≥10 MPa. During grouting, a pneumatic grouting pump is used in conjunction with a mobile grouting station. The pneumatic grouting pump has a rated flow rate of 70 L / min and a rated pressure of 7 MPa. If loosening of the tunnel wall, grout leakage, or a sudden drop in pressure is observed during grouting, immediately stop grouting, investigate the cause, and resume construction after addressing the issue. In case of grout leakage, cotton yarn or polyurethane foam can be used to seal the leakage points. Grouting can continue after the seal is secure.

[0043] At the intersection of the tunneling roadway and the empty roadway, "crosshead" reinforcement is also required: This is achieved using trapezoidal steel supports with a spacing of 0.8m between supports, and the steel is grade 11. Flexible geotextile bags are suspended on the outer sides of the side support legs. These bags are made of high-strength geotextile and are 3.0m high, 1.0m wide, and the length is equal to the width of the empty roadway. A curing agent—fly ash slurry—is injected into the flexible geotextile bags. After solidification, grout is injected into the empty roadway through Φ89mm seamless steel pipes suspended from the roof, forming an integrated reinforcement structure and improving the support strength at the intersection.

[0044] 3. Grouting and backfilling of the goaf in the mining area

[0045] like Figure 4As shown, grouting boreholes are arranged perpendicular to the transport roadway in the return airway, parallel to the coal seam roof, with the furthest drilling reaching 6m from the side of the transport roadway. The spacing between adjacent grouting boreholes is 10.0m. The formula for calculating the maximum borehole depth is: λ=(L-6.0) / cosβ, where λ is the maximum borehole depth in meters; L is the distance between the borehole opening and the horizontal normal to the side of the transport roadway in meters; and β is the roof dip angle in the drilling direction in degrees.

[0046] like Figure 5 and Figure 6 As shown, the construction method for grouting boreholes is as follows: 5.0m before the opening, a Φ133mm drill bit is used to drill, and a 3m long Φ108mm borehole pipe is installed; then, a Φ89mm drill bit is used to drill to the empty tunnel position, the drill rod is withdrawn, and a Φ83mm grouting pipe is installed for grouting; after grouting is completed, drilling continues to the design position, using a progressive drilling process, and drilling is stopped and grouting pipes are buried when an empty tunnel is encountered.

[0047] Inject a hardener-fly ash grout into the empty tunnel. The grout weight ratio is hardener:fly ash:water = 1:6:4. The compressive strength at 28 days is ≥3MPa. The grout composition per m³ is 150kg hardener, 900kg fly ash, and 600kg water. Grouting should be done from bottom to top, first filling the bottom of the empty tunnel, then gradually filling upwards until the entire tunnel is filled. The grouting pressure should be controlled at 2-3MPa. Grouting should be stopped after the grouting pressure reaches 3MPa and stabilizes for 2 minutes.

[0048] 4. Filling effect inspection and replenishment

[0049] An inspection hole is drilled between two adjacent grouting holes to check the grouting filling effect. The inspection hole has the same depth as the grouting hole and a diameter of Φ89mm. During the drilling of the inspection hole, if the drilling is smooth and there is no collapse, air leakage, or water leakage, it indicates that the filling effect is good; if collapse, air leakage, or water leakage occurs, it indicates that there are cavities. Supplementary grouting is carried out using the inspection hole until the filling and top contact rate is ≥95%.

[0050] The supplementary grouting uses the same curing agent as the first filling—fly ash slurry—and the grouting pressure is controlled at 2-3 MPa. After the supplementary grouting is completed, an inspection hole is drilled again to confirm that the filling effect meets the requirements.

[0051] 5. Safety Measures

[0052] To ensure the safe conduct of the underground tunnel treatment operation, the following safety measures must be taken:

[0053] Hazardous gas detection: Throughout the construction process, a dedicated gas inspector must be assigned to monitor the concentration of hazardous gases such as methane, carbon monoxide, hydrogen sulfide, and sulfur dioxide at the work site at any time. If any exceedance is detected, work must be stopped immediately, personnel evacuated, and measures taken to address the issue.

[0054] Roof monitoring: During tunneling and grouting, roof monitoring must be strengthened. Dedicated personnel should be assigned to observe changes in the roof and tunnel walls. If any abnormalities such as roof subsidence or tunnel wall cracking are found, operations should be stopped immediately, personnel evacuated, and measures taken to address the issue.

[0055] Grouting Safety Controls: During grouting, operators must wear protective glasses and gloves to prevent grout from splashing into their eyes or coming into contact with their skin. Standing near the grouting pump is strictly prohibited to prevent injury from high-pressure pipeline rupture.

[0056] Electrical safety: All electrical equipment must be explosion-proof and comply with coal mine safety regulations. Installation and maintenance of electrical equipment must be performed by qualified electricians; live work is strictly prohibited.

[0057] Working principle: First, a combined detection method using ground-penetrating radar geophysical exploration and drilling verification is employed to accurately determine the location, extent, water accumulation, and gas conditions of hidden cavities within the mining area, providing accurate basic data for subsequent remediation. Then, multi-depth and multi-angle pre-grouting boreholes are drilled at the tunneling face to inject quick-setting grout and form a pre-reinforcement curtain, ensuring the safety of tunneling operations. Simultaneously, grouting boreholes parallel to the roof are drilled in the return airway, using a progressive drilling, stopping upon encountering cavities, and buried pipe grouting process to fill the cavities. Finally, inspection holes are drilled between adjacent grouting holes to check the effectiveness, and any existing cavities are supplemented with grout, forming a closed-loop remediation process of "detection-reinforcement-filling-detection," completely eliminating safety hazards such as roof collapse, excessive gas levels, and water inrush caused by cavities, ensuring the safe and smooth progress of the mining face.

[0058] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. An integrated process for detecting, drilling, and grouting backfilling hidden tunnels in mining areas, characterized in that: Includes the following steps: S1. Precise detection of empty tunnels: Geophysical exploration is carried out using ground-penetrating radar, and survey lines are laid out in a 5m×5m grid to delineate abnormal areas of empty tunnels. Then, drilling verification methods are used to accurately determine the location, range, water accumulation and gas conditions of the empty tunnels. S2. Pre-grouting reinforcement of the tunneling face: Four sets of 11 pre-grouting boreholes are arranged in the tunneling face, with borehole depths of 12m, 24m and 36m respectively. The final positions of the boreholes on the left and right sides are located 6m outside the roadway outline. Quick-setting grouting reinforcement grout is injected, and the compressive strength at 28 days is ≥10MPa. S3. Grouting and filling of empty roadways in the mining area: Grouting boreholes are arranged perpendicular to the transport roadway in the return airway, with the boreholes parallel to the coal seam roof. The farthest drilling reaches 6m from the side of the transport roadway, and the spacing between adjacent grouting holes is 10.0m. A progressive drilling process is adopted, and drilling is stopped and grouting pipes are buried when encountering empty roadways. S4. Filling effect detection and supplementary grouting: Drill an inspection hole between two adjacent grouting holes to check the grouting effect. If there are voids, use the inspection hole to supplement grouting until the filling and top connection rate is ≥95%.

2. The integrated process for detecting, drilling, and grouting in concealed tunnels in the mining area according to claim 1, characterized in that, In step S2, the construction method for the pre-grouting borehole is as follows: first, drill to a depth of 3m using a Φ133mm drill bit, insert a 3.0m long Φ108mm seamless steel pipe as the borehole pipe, set two grout-stopping gaskets at the tail end of the borehole pipe, inject quick-setting grout to fix the borehole pipe, and then use a Φ89mm drill bit to sew the hole to the designed depth.

3. The integrated process for detecting, drilling, and grouting in concealed tunnels in the mining area according to claim 1, characterized in that, In step S2, the water-to-solid ratio of the quick-setting grouting reinforcement slurry is 1:1.6, the initial setting time is 5-30 min, the final setting time is 2 h, and the slurry stone formation rate is ≥95%.

4. The integrated process for detecting, drilling, and grouting in concealed tunnels in the mining area according to claim 1, characterized in that, It also includes step S2-1: reinforcement of the "crosshead" at the intersection of the tunnel and the empty roadway, using a miner's steel trapezoidal scaffold support, and hanging flexible mold bags on the outside of the two side columns. The flexible mold bags are 3.0m high, 1.0m wide, and the length is equal to the width of the empty roadway. A curing agent - fly ash slurry is injected into the flexible mold bags. After solidification, grouting is added to the empty roadway on both sides through Φ89mm seamless steel pipes suspended from the roof.

5. The integrated process for detecting, drilling, and grouting in concealed tunnels in mining areas according to claim 1, characterized in that, In step S3, the construction method of the grouting borehole is as follows: 5.0m before the opening, a Φ133mm drill bit is used to drill, and a 3m long Φ108mm borehole pipe is installed; then a Φ89mm drill bit is used to drill to the empty tunnel position, the drill rod is withdrawn, and a Φ83mm grouting pipe is installed for grouting; after grouting is completed, drilling continues to the design position.

6. The integrated process for detecting, drilling, and grouting in concealed tunnels in mining areas according to claim 1, characterized in that, In step S3, the weight ratio of the grout used for filling the tunnel is 1:6:4 for curing agent: fly ash: water, with a compressive strength of ≥3MPa at 28 days, and the grout composition per m³ is 150kg of curing agent, 900kg of fly ash, and 600kg of water.

7. The integrated process for detecting, drilling, and grouting in concealed tunnels in mining areas according to claim 1, characterized in that, In step S3, the formula for calculating the maximum drilling depth is: λ=(L-6.0) / cosβ, where λ is the maximum borehole depth in meters, L is the distance between the borehole opening and the horizontal normal of the transport roadway sidewall in meters, and β is the roof inclination angle in the drilling direction in degrees.

8. The integrated process for detecting, drilling, and grouting in concealed tunnels in mining areas according to claim 1, characterized in that, In step S1, during drilling verification, after the borehole exposes the empty tunnel, the gas inspector immediately checks the concentration of harmful gases such as methane, carbon monoxide, hydrogen sulfide, and sulfur dioxide at the borehole opening. Work can only continue after the methane concentration is ≤0.8% and the carbon dioxide concentration is ≤1.2% and has been stable for 30 minutes.

9. The integrated process for detecting, drilling, and grouting in concealed tunnels in mining areas according to claim 1, characterized in that, In step S2, a pneumatic grouting pump is used in conjunction with a mobile grouting station for grouting. The pneumatic grouting pump has a rated flow rate of 70 L / min and a rated pressure of 7 MPa. If the roadway wall is found to be loose, grout is leaking, or the pressure drops suddenly during the grouting process, the grouting is stopped immediately, the cause is identified and dealt with, and construction is resumed.

10. The integrated process for detecting, drilling, and grouting in concealed tunnels in mining areas according to claim 1, characterized in that, In step S1, if water accumulation is detected in the tunnel, the water is first drained by drilling before grouting and filling operations are carried out.

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