Arrangement method and structure of multi-parameter monitoring sensors for overlying rock strata in coal mining subsidence areas

Abstract

A method and structure for arranging sensors for multi-parameter monitoring of overburden strata in coal mining subsidence areas, including grouting pipes, inclinometer pipes and seepage pressure pipes, S1; drilling and measuring points are performed, and drilling operations are performed on the overburden strata in the subsidence area by using a drilling rig; S2, the steel strand, grouting pipe, inclinometer pipe or seepage pressure pipe are bound from the outside to the inside through a fixing device to form a three-pipe group; or, the inclinometer pipe and grouting pipe are directly bound through a fixing device to form two-pipe groups. The purpose of the present invention is to provide a monitoring technology for simultaneously monitoring rock movement, hydrology, stress, internal settlement and other parameters in the same borehole, so as to realize simultaneous monitoring of rock movement, hydrology, stress and other parameters at the same monitoring point. Because the borehole is deep and the installation space is narrow, the ingenious design and construction process can make the three sensors compatible and greatly reduce the cost of drilling and excavation. The cost is 1 / 3 to 1 / 4 of the traditional solution.

Description

Technical Field

[0001] The present invention is a sensor arrangement structure and method, and specifically relates to a sensor arrangement method and structure for multi-parameter monitoring of overlying rock strata in coal mining subsidence areas, and belongs to the technical field of construction parameter monitoring of overlying rock strata in coal mining subsidence areas. Background Art

[0002] At present, when monitoring parameters such as rock movement, hydrology, and stress in the overlying rock strata in domestic coal mining subsidence areas, the situation of one hole for one use is still adopted, that is, when monitoring stress, rock movement, hydrology, and internal settlement data, only a dedicated hole can be used for a dedicated purpose, and three boreholes are required to monitor the three parameters. This will have two shortcomings: first, it is impossible to obtain the three state parameters of the same monitoring area, that is, the rock movement parameters in one area, the hydrological parameters in another area, and the stress parameters in the third area; second, the cost is too high. Three boreholes are required to obtain the three parameters. The drilling costs of the boreholes in the coal mining subsidence area are high because they have to pass through the goaf. Therefore, it is necessary to design a sensor arrangement structure and method that can achieve multiple uses of one hole and perform multi-parameter monitoring at the same time. Summary of the invention

[0003] The purpose of the present invention is to provide a method and structure for arranging multi-parameter monitoring sensors for overlying rock strata in coal mining subsidence areas, so as to achieve multi-purpose use of one hole, monitor multiple parameters at the same time, and reduce construction costs and difficulty.

[0004] To achieve the above technical objectives, the technical solution adopted by the present invention is as follows: a method for arranging multi-parameter monitoring sensors for overburden strata in coal mining subsidence areas, including a grouting pipe, an inclinometer pipe and a seepage pressure pipe, characterized by the following steps:

[0005] S1; Use a coal-electric drill to drill holes in the overlying rock strata of the subsidence area, and set a steel cable winch or stress support at the hole mouth;

[0006] S2, the steel strand, the grouting pipe and the inclinometer pipe or the seepage pressure pipe are bound from outside to inside through a fixing device to form a three-pipe group; or the inclinometer pipe or the grouting pipe and the grouting pipe are directly bound through a fixing device to form a two-pipe group;

[0007] S3, when the three-tube group described in S2 is used, an anchor section is connected to the bottom of the steel strand as a stress monitoring front end; when the two-tube group described is used, a steel bar stress gauge is set at the bottom end of the inclinometer tube or the seepage pressure tube;

[0008] S4, after completing the installation of S1-S3, naturally lowering the three-tube group or the two-tube group to the bottom of the hole in the borehole;

[0009] S5, injecting grout into the grouting pipe until a specified elevation is reached;

[0010] S6, grouting is completed. When the three-tube inclinometer in S2 is used, the inclinometer and piezometer are inspected and calibrated, and then the piezometer and inclinometer are installed in sequence according to the design plan so that the guide wheel is completely inserted into the guide groove; when the three-tube piezometer in S2 is used, the piezometer is measured in the no-load state and then hoisted to the design installation elevation of the piezometer;

[0011] S7, connecting the cables of the above-mentioned sensor elements to the power supply system, the data communication system and the back-end system.

[0012] The inclinometer tube or the osmometer tube is drilled into a flower tube shape at a position corresponding to the osmometer.

[0013] When the buoyancy during the natural descent in S4 is too large, clean water is added to the grouting pipe, or a drilling rig is used to assist.

[0014] The grouting height in S5 is 5%-15% of the hole depth.

[0015] Preferably, the piezometer is treated with anti-rust, waterproof, anti-corrosion and high water pressure treatment, and is soaked in water to reach a saturated state, and is wrapped with a non-woven geotextile on the measuring head; before being placed in the inclinometer, the inclinometer tube is tested using a simulated inclinometer.

[0016] Preferably, when a three-tube group is used in S3, prestress is applied to the steel strand before installing the anchor strain gauge.

[0017] A multi-parameter monitoring sensor arrangement for overlying rock strata in coal mining subsidence areas includes a coal electric drill for drilling and a grouting pipe for grouting the boreholes, and is characterized in that: a monitoring pipe group is arranged adjacent to the grouting pipe; a monitoring element is arranged in the monitoring pipe group; and the monitoring element is connected to a back-end system via a communication cable.

[0018] Install monitoring pipelines in the same hole to achieve multiple uses of one hole.

[0019] Preferably, the monitoring pipe group includes a seepage pressure pipe and / or an inclinometer pipe; the outer sides of the grouting pipe and the monitoring pipe group are coated with steel strands; and the monitoring element includes an inclinometer or a piezometer.

[0020] Preferably, the piezometer is located at the bottom of the borehole; the inclinometer is located in the inclinometer tube; an anchor stress gauge is provided at the bottom of the steel strand, or a steel bar stress gauge is provided at the bottom of the inclinometer tube.

[0021] Preferably, the inclinometer tubes are connected via inclinometer tube connecting joints; the borehole diameter is 90-146 mm; the outer diameter of the steel strand is 15-16 mm; the outer diameter of the pressure tube is 50-55 mm; and the outer diameter of the inclinometer tube is 65-75 mm.

[0022] The purpose of the present invention is to provide a monitoring technology for simultaneously monitoring rock movement, hydrology, stress and other parameters in the same borehole, so as to realize simultaneous monitoring of rock movement, hydrology, stress and other parameters at the same monitoring point. Because the borehole is deep and the installation space is narrow, the clever design and construction process can make the three sensors compatible and greatly reduce the cost of drilling and excavation. The cost is 1 / 3 to 1 / 4 of the traditional solution. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings required for use in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0024] Figure 1 It is a schematic diagram of the pipeline distribution cross-sectional structure of the first embodiment.

[0025] Figure 2 Schematic diagram of the pipeline distribution cross-sectional structure of the second embodiment.

[0026] Figure 3 This is an enlarged schematic diagram of part A.

[0027] Figure 4 This is an enlarged schematic diagram of part B.

[0028] Figure 5 This is an enlarged schematic diagram of part C.

[0029] Figure 6 It is a structural schematic diagram of the pressure measuring inclined tube part.

[0030] In the figure, 1 is a grouting pipe, 2 is an inclinometer pipe, 3 is a steel strand, 4 is an inclinometer, 5 is a piezometer, 6 is an inclinometer pipe connection joint, 7 is a cable, and 8 is a piezometer pipe. DETAILED DESCRIPTION

[0031] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0032] For the sake of clarity, not all features of an actual embodiment are described. In the following description, well-known functions and structures are not described in detail because they would obscure the invention with unnecessary detail. It should be recognized that in the development of any actual embodiment, a large number of implementation details must be made to achieve the specific goals of the developer, such as changing from one embodiment to another according to relevant system or relevant business limitations. In addition, it should be recognized that such development work may be complex and time-consuming, but it is merely routine work for those skilled in the art.

[0033] Embodiment 1

[0034] See also Figure 1 , Figure 3 , a method for arranging multi-parameter monitoring sensors for overburden strata in coal mining subsidence areas, including grouting pipes, inclinometer pipes and seepage pressure pipes:

[0035] S1: Drill holes and measure points, use a drilling rig to drill holes in the overlying rock strata of the subsidence area, and set up a grouting wall at the hole opening;

[0036] S2, the steel strand, the grouting pipe and the inclinometer pipe are bound from outside to inside through a fixing device to form a three-pipe group;

[0037] S3, when the three-tube group described in S2 is used, an anchoring section is connected at the bottom of the steel strand as a stress monitoring front end; when the two-tube group described in S2 is used, a steel bar stress gauge is installed at the bottom of the inclinometer tube through a fine wire turn, so that the steel bar stress gauge is installed parallel to the stress direction of the inclinometer tube structure;

[0038] S4, after completing the installation of S1-S3, naturally lower the three-tube group to the bottom of the hole in the drilled hole;

[0039] S5, injecting grout into the grouting pipe until a specified elevation is reached;

[0040] S6, grouting is completed. When the three-tube inclinometer tube group is used in S2, the inclinometer and the piezometer are inspected and calibrated, and then the piezometer is installed at the bottom of the hole. Then the inclinometer is placed in the inclinometer tube, and the guide wheel is completely inserted into the guide groove;

[0041] S7, connecting the cables of the above-mentioned sensor elements to the power supply system and the back-end system.

[0042] The bottom of the inclinometer tube is drilled into a flower tube shape.

[0043] Specifically, in this embodiment, the inclinometer tube and the grouting tube are bound by steel strands, and the corresponding piezometers are placed at the bottom of the borehole, and the piezometers are used to collect the hydrological parameters in the borehole. The inclinometer is placed in the inclinometer tube by conventional technical means, and the rock movement parameters in the borehole are collected by the inclinometer. Since the inclinometer tube and the grouting tube are bound by steel strands in this embodiment, the stress of the steel bars inside the borehole can be measured by using an anchor (rod) stress gauge, and the temperature of the buried point can be measured simultaneously. During construction, prestress is first applied to the steel strands, and then the anchor stress gauge is installed.

[0044] When the buoyancy during the natural descent in S4 is too large, clean water is added to the grouting pipe, or a drilling rig is used to assist.

[0045] The grouting height in S5 is 5%-15% of the hole depth.

[0046] In this embodiment, the preferred grouting height is 10% of the hole depth.

[0047] The piezometer is subjected to rust prevention treatment, and is soaked in water to reach a saturated state, and is wrapped with a non-woven geotextile on the measuring head; before being placed in the inclinometer, the inclinometer tube is tested using a simulated inclinometer.

[0048] When three-tube group is used in S3, prestress is applied to the steel strand before installing the anchor strain gauge; after S7 is completed, the borehole is backfilled. The prestress is converted to the value of average tension of 0-294000N.

[0049] The prestress should not be too large during the application process, so as to avoid affecting the normal operation of the inclinometer or piezometer by applying increased prestress to the steel strand when it is straight. Therefore, the prestress applied should not exceed 294000N, which is 30 tons. Within the force application range of 0-294000N, according to the data feedback from the anchor strain gauge, the tension is adjusted to adjust the stress of the steel strand to avoid the sensor element being squeezed due to excessive stress. If the applied tension exceeds 30 tons, the steel strand will directly crush the sensor element, leaving no room for adjustment.

[0050] It comprises a drilling rig for drilling and a grouting pipe 1 for grouting the drilled hole. A monitoring pipe group is arranged adjacent to the grouting pipe 2. A monitoring element is arranged in the monitoring pipe group. The monitoring element is connected to a back-end system via a communication cable.

[0051] Furthermore, the monitoring pipe group includes an inclinometer pipe 2; the grouting pipe 1 and the outer side of the monitoring pipe group are covered with a steel strand 3; and the monitoring element includes an inclinometer 4 and a piezometer 5.

[0052] Furthermore, the piezometer 5 is located at the bottom of the borehole; the inclinometer is located in the inclinometer tube; an anchor stress gauge is provided at the bottom of the steel strand, or a steel bar stress gauge is provided at the bottom of the inclinometer tube.

[0053] Furthermore, the inclinometer tubes 2 are connected via inclinometer tube connecting joints; the borehole diameter is 90-146 mm; the outer diameter of the steel strand is 15-16 mm; the outer diameter of the inclinometer tube is 65-75 mm; the monitoring element is a pair of stress boxes; the two stress boxes are symmetrically arranged on both sides of the inclinometer tube through a fixed bracket to monitor the axial stress of the inclinometer tube.

[0054] The monitoring element is a stress box; the stress box is arranged at the bottom of the stranded wire. The pressure transmission method of commonly used pressure gauges is basically the same. When buried, special attention should be paid to the complete contact and close fit between the pressure plate and the medium. The stress gauge usually measures the pressure in the vertical direction, so it is generally installed in the horizontal direction, but the pressure relative to the stress gauge's force surface can be measured by changing the installation direction. In this embodiment, the axial stress of the inclinometer tube is monitored by symmetrically arranging the stress box on both sides of the measuring tube. In order to avoid the stress box and the inclinometer tube from being squeezed and broken due to stress changes, it is arranged through a bracket.

[0055] In this embodiment, since the inclinometer tube, grouting tube and steel strand need to be constrained, and the inclinometer tube has a guide groove inside for the inclinometer guide wheel to roll, its outer diameter is relatively large, so the drilling hole diameter in this embodiment is preferably 146 mm.

[0056] The diameter D of the steel strand is preferably 9.5 mm, 12.5 mm or 15.2 mm.

[0057] Embodiment 2

[0058] See also Figure 2 , Figure 4 A method for arranging multi-parameter monitoring sensors for overburden strata in coal mining subsidence areas, including a grouting pipe, an inclinometer pipe and a seepage pressure pipe, has the following steps:

[0059] S1: Drill holes and measure points, use a drilling rig to drill holes in the overlying rock strata of the subsidence area, and set up a grouting wall at the hole opening;

[0060] S2, the steel strand, the grouting pipe and the pressure measuring (seepage) pipe are bound from the outside to the inside through a fixing device to form a three-pipe group;

[0061] S3, when the three-tube group described in S2 is used, an anchoring section is connected at the bottom of the steel strand as a stress monitoring front end; when the two-tube group described in S2 is used, a steel bar stress gauge is installed at the bottom of the inclinometer tube through a fine wire turn, so that the steel bar stress gauge is installed parallel to the stress direction of the inclinometer tube structure;

[0062] S4, after completing the installation of S1-S3, naturally lower the three-tube group to the bottom of the hole in the drilled hole;

[0063] S5, injecting grout into the grouting pipe until a specified elevation is reached;

[0064] S6, after grouting is completed, the piezometer is measured in the no-load state and then hoisted to the designed installation elevation of the piezometer;

[0065] S7, connecting the cables of the above-mentioned sensor elements to the power supply system and the back-end system.

[0066] The bottom of the osmotic pressure tube is drilled into a flower tube shape.

[0067] Specifically, this embodiment is different from the first embodiment in that the inclinometer tube, the grouting pipe and the steel strand in the first embodiment are not constrained. In this case, the seepage machine does not need to be placed at the bottom of the hole, but can be placed in the seepage machine by conventional technical means. However, this embodiment cannot use the inclinometer to measure the rock movement data in the hole.

[0068] When the buoyancy during the natural descent in S4 is too large, clean water is added to the grouting pipe, or a drilling rig is used to assist.

[0069] The grouting height in S5 is 5%-15% of the hole depth.

[0070] The preferred grouting depth is the same as that in the first embodiment.

[0071] Furthermore, the piezometer is subjected to rust prevention treatment, and is soaked in water to reach a saturated state, and the measuring head is wrapped with a non-woven geotextile.

[0072] Furthermore, when the three-tube group is used in S3, the strands are prestressed before the anchor strain gauge is installed; after S7 is completed, the borehole is backfilled.

[0073] Similar to the first embodiment, this embodiment still uses steel strands to constrain the grouting pipe and the pressure pipe, so the stress monitoring method in the first embodiment can still be used.

[0074] A multi-parameter monitoring sensor arrangement for overlying rock strata in coal mining subsidence areas includes a coal electric drill for drilling and a grouting pipe for grouting the boreholes, wherein a monitoring pipe group is arranged adjacent to the grouting pipe; a monitoring element is arranged in the monitoring pipe group; and the monitoring element is connected to a back-end system via a communication cable.

[0075] Furthermore, the monitoring pipe group includes a seepage pressure pipe; the outer sides of the grouting pipe and the monitoring pipe group are coated with steel strands; and the monitoring element includes a piezometer.

[0076] Furthermore, the piezometer is located at the bottom of the borehole; an anchor stress gauge is provided at the bottom of the steel strand, or a steel bar stress gauge is provided at the bottom of the inclinometer tube.

[0077] Furthermore, in this embodiment, the preferred diameter of the drill hole is 95 mm; the outer diameter of the steel strand is 15.24 mm; and the outer diameter of the pressure tube is 53 mm.

[0078] Embodiment 3

[0079] A method for arranging multi-parameter monitoring sensors for overburden strata in coal mining subsidence areas, including a grouting pipe, an inclinometer pipe, and a seepage pressure pipe, has the following steps:

[0080] S1; Use coal electric drill to drill the overlying rock strata in the subsidence area;

[0081] S2, directly tie the inclinometer pipe and the grouting pipe through a fixing device to form two pipe groups;

[0082] S3, when the three-tube group described in S2 is used, an anchoring section is connected at the bottom of the steel strand as a stress monitoring front end; when the two-tube group described in S2 is used, a steel bar stress gauge is installed at the bottom of the inclinometer tube through a fine wire turn, so that the steel bar stress gauge is installed parallel to the stress direction of the inclinometer tube structure;

[0083] S4, after completing the installation of S1-S3, naturally lower the two pipe groups to the bottom of the hole in the drilled hole;

[0084] S5, injecting grout into the grouting pipe until a specified elevation is reached;

[0085] S6, grouting is completed. When the three-tube inclinometer in S2 is used, the inclinometer and piezometer are inspected and calibrated before installing the piezometer at the bottom of the hole. Then the inclinometer is placed in the inclinometer so that the guide wheel is completely in the guide groove. When the three-tube infiltration pipe is used in S2, the piezometer is measured in the no-load state and then hoisted to the designed installation elevation of the infiltration pipe.

[0086] S7, connecting the cables of the above-mentioned sensor elements to the power supply system and the back-end system.

[0087] The bottom of the inclinometer tube is drilled into a flower tube shape.

[0088] When the buoyancy during the natural descent in S4 is too large, clean water is added to the grouting pipe, or a drilling rig is used to assist.

[0089] The grouting height in S5 is 5%-15% of the hole depth.

[0090] The piezometer is subjected to rust prevention treatment, and is soaked in water to reach a saturated state, and is wrapped with a non-woven geotextile on the measuring head; before being placed in the inclinometer, the inclinometer tube is tested using a simulated inclinometer.

[0091] When a three-tube group is used in S3, the strands are prestressed before the anchor strain gauges are installed; after S7 is completed, the borehole is backfilled.

[0092] A multi-parameter monitoring sensor arrangement for overlying rock strata in coal mining subsidence areas includes a coal electric drill for drilling and a grouting pipe for grouting the boreholes, and is characterized in that: a monitoring pipe group is arranged adjacent to the grouting pipe; a monitoring element is arranged in the monitoring pipe group; and the monitoring element is connected to a back-end system via a communication cable.

[0093] Furthermore, the monitoring pipe group includes a seepage pressure pipe and / or an inclinometer pipe; the outer sides of the grouting pipe and the monitoring pipe group are coated with steel strands; and the monitoring element includes an inclinometer or a piezometer.

[0094] Furthermore, the piezometer is located at the bottom of the borehole; the inclinometer is located in the inclinometer tube; and a steel bar stress gauge is provided at the bottom of the inclinometer tube.

[0095] Furthermore, the inclinometer tubes are connected via inclinometer tube connecting joints; the borehole diameter is 146 mm; and the outer diameter of the inclinometer tube is 70 mm.

[0096] In this embodiment, the difference from Embodiments 1 and 2 is that the grouting pipe and the inclinometer tube are not bound by steel strands, but are directly bound by a fixing device. A steel bar stress gauge is set at the bottom of the inclinometer tube. In this embodiment, the steel bar stress gauge used is a vibrating-wire steel bar stress gauge. After selecting the installation point, the vibrating-wire strain gauge is installed parallel to the structural stress direction. The strain gauge is tied to the structural steel bar with a thin wire. The test wire is led out along the structural steel bar and tied. The strain gauge and the test wire should be tied to the bottom side of the structural steel bar to prevent the direction of the strain gauge from changing or damaging the strain gauge and the wire during vibration.

[0097] The above embodiments are merely illustrative of the principles and effects of the present invention, and are not intended to limit the present invention. Anyone familiar with the technology may modify or change the above embodiments without violating the spirit and scope of the present invention. Therefore, all equivalent modifications or changes made by those with ordinary knowledge in the technical field without departing from the spirit and technical ideas disclosed by the present invention should still be covered by the claims of the present invention.

Claims

1. A method for arranging multi-parameter monitoring sensors for overburden strata in coal mining subsidence areas, including grouting pipes, inclinometer pipes, and seepage The compression pipe is characterized by the following steps: S1: Drill holes and measure points, and use a drilling rig to drill the overlying rock strata in the subsidence area; S2, the steel strand, the grouting pipe and the inclinometer pipe, or the steel strand, the grouting pipe and the seepage pressure pipe are bound from the outside to the inside through a fixing device to form a three-pipe group; or the seepage pressure pipe and the grouting pipe, or the seepage pressure pipe and the inclinometer pipe are directly bound through a fixing device to form a two-pipe group; S3, when the three-tube group described in S2 is used, an anchoring section is connected at the bottom of the steel strand as a stress monitoring front end; when the two-tube group described in S2 is used, a steel bar stress gauge is installed at the bottom of the inclinometer tube through a fine wire turn, so that the steel bar stress gauge is installed parallel to the stress direction of the inclinometer tube structure; S4, after completing the installation of S1-S3 and inspecting the three-tube group or the two-tube group, the three-tube group or the two-tube group is naturally lowered to the bottom of the hole by cutting a hole, passing a bar through a steel rope and lifting the pipe; S5, injecting grout into the grouting pipe until a specified elevation is reached; S6, grouting is completed. When the three-tube inclinometer tube group is used in S2, the inclinometer is inspected and calibrated, and the inclinometer is installed at the specified position of the inclinometer tube so that the guide wheel is completely in the guide groove; when the two-tube seepage tube group is used in S2, the piezometer is measured in the no-load state and then hoisted to the designed installation elevation of the seepage tube; S7, connecting the cables of the inclinometer and piezometer to the power supply system, the data communication system, and the back-end system of the lightning protection and anti-theft system; S8, after the pipe laying, grouting and wiring construction are completed, the borehole is backfilled and piers are placed on the surface of the inclinometer pipe and the seepage pipe.

2. The method for arranging multi-parameter monitoring sensors for overlying rock strata in coal mining subsidence areas according to claim 1, Features: The inclinometer tube or the osmometer tube is drilled into a flower tube shape at a position corresponding to the osmometer, and the size of the flower hole is determined according to the tube diameter.

3. The method for arranging multi-parameter monitoring sensors for overlying rock strata in coal mining subsidence areas according to claim 1, Features: When the buoyancy during the natural lowering process in S4 is too large, clean water is added to the grouting pipe, or a drilling rig is used to assist.

4. The method for arranging multi-parameter monitoring sensors for overlying rock strata in coal mining subsidence areas according to claim 1, Features: The grouting height in S5 is 5%-15% of the hole depth.

5. The method for arranging multi-parameter monitoring sensors for overlying rock strata in coal mining subsidence areas according to claim 1, Features: The piezometer is treated with anti-rust, waterproof, anti-corrosion and high water pressure resistance, and is immersed in water to reach a saturated state, and is wrapped with a non-woven geotextile on the detection head of the piezometer; before being placed in the inclinometer, the inclinometer tube is tested using a simulated inclinometer.

6. The method for arranging multi-parameter monitoring sensors for overlying rock strata in coal mining subsidence areas according to claim 1, Features: When three-tube groups are used in S3, prestress is applied to the steel strands before installing the anchor strain gauge, and the prestress is converted to a value with an average tension of 0-294000N.

7. A layout structure for the method for arranging multi-parameter monitoring sensors for overburden strata in coal mining subsidence areas as claimed in claim 1, comprising a coal electric drill for drilling holes, and a grouting pipe for grouting the holes, Features: A monitoring pipe group is arranged adjacent to the grouting pipe; a monitoring element is arranged inside the monitoring pipe group; and the monitoring element is connected to a back-end system via a communication cable.

8. The multi-parameter monitoring sensor arrangement structure for overlying rock strata in coal mining subsidence area according to claim 7, Features: The monitoring pipe group includes a seepage pressure pipe and / or an inclinometer pipe and / or a settlement pipe; the outside of the grouting pipe and the monitoring pipe group are coated with steel strands; the monitoring element includes an inclinometer and / or a piezometer and / or an anchor stress gauge and / or a steel bar stress gauge.

9. The multi-parameter monitoring sensor arrangement structure for overlying rock strata in coal mining subsidence area according to claim 8, Features: The piezometer is located at a designed depth in the inclinometer tube or the piezometer tube; the inclinometer is located in the inclinometer tube; an anchor stress gauge is arranged at the bottom of the steel strand, or a steel bar stress gauge is arranged at the bottom of the inclinometer tube; a sedimentation magnetic ring is arranged outside the inclinometer tube.

10. The multi-parameter monitoring sensor arrangement structure for overlying rock strata in coal mining subsidence area according to claim 9, Features: The inclinometer tubes are connected by inclinometer tube connecting joints; the aperture of the drill hole is 80-225mm; the outer diameter of the steel strand is 3-17mm; the outer diameter of the seepage pressure tube is 48-75mm; the outer diameter of the inclinometer tube is 50-95mm; the back-end system includes a power supply system, a data communication system, and a lightning protection and anti-theft system; the monitoring element is a pair of stress boxes; the two stress boxes are symmetrically arranged on both sides of the inclinometer tube through a fixed bracket, and are used to monitor the axial stress of the inclinometer tube.

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