Underground goaf reinforcing method and related device

Abstract

The invention provides an underground goaf reinforcing method and related device.The underground goaf reinforcing method comprises the steps that a water flowing fractured zone influence area of an underground goaf is determined and drilled, and a water flowing fractured zone hole is obtained; grouting is conducted on the water flowing fractured zone holes, and a first reinforcing layer is obtained; determining a fracture zone area of the underground goaf, forming a first vertical hole outside a set range corresponding to the ground distance from the edge of the fracture zone area, forming a second vertical hole corresponding to the ground in the fracture zone area, and drilling based on the first vertical hole and the second vertical hole to obtain a fracture zone hole; grouting is conducted on the broken zone holes, and a second reinforcing layer is obtained; determining the height of a cavity of the underground goaf, and drilling based on the first vertical hole and the second vertical hole to obtain a goaf boundary hole; and grouting is conducted on the goaf boundary holes, and a third reinforcing layer is obtained. The leakproofness, safety and impermeability of the underground goaf space can be effectively improved.

Description

Technical Field

[0001] The present disclosure relates to the technical field of underground space utilization, and in particular to an underground goaf reinforcement method and related devices. Background Art

[0002] This section is intended to provide a background or context to the embodiments of the disclosure that are recited in the claims. No description herein is admitted to be prior art by inclusion in this section.

[0003] With the long-term mining of coal and other mineral resources, many regions are facing the problem of resource depletion; at the same time, traditional mining activities are often accompanied by environmental damage, such as surface subsidence, groundwater pollution, etc.; the existence of goaf not only wastes precious land resources, but may also cause geological disasters, posing a threat to the ecological environment and the safety of people’s lives and property; in order to solve this problem, the effective utilization of goaf has become an important way to alleviate resource pressure and protect the ecological environment.

[0004] However, in the related technology, the airtightness of the underground goaf cannot be ensured, resulting in the loss of energy storage media in the underground goaf, and the insufficient impermeability of the underground goaf will lead to groundwater pollution, thereby causing waste of resources. Summary of the invention

[0005] In view of this, the purpose of the present disclosure is to propose an underground goaf reinforcement method and related devices, which at least to a certain extent solve one of the technical problems in the related art.

[0006] Based on the above purpose, the first aspect of the exemplary embodiment of the present disclosure provides an underground goaf reinforcement method, which is applied to a server, and the method includes:

[0007] Determine the water-conducting fracture zone influence area of ​​the underground goaf, and drill holes based on the water-conducting fracture zone influence area to obtain water-conducting fracture zone holes;

[0008] Grouting is performed on the holes in the water-conducting fracture zone to obtain a first reinforcement layer;

[0009] Determine a broken zone area of ​​the underground goaf, set a first vertical hole outside a set range of ground distance corresponding to the edge of the broken zone area, set a second vertical hole at the ground corresponding to the broken zone area, and drill based on the first vertical hole and the second vertical hole to obtain a broken zone hole;

[0010] Grouting is performed on the holes in the broken zone to obtain a second reinforcement layer;

[0011] Determine the cavity height of the underground goaf, and drill holes based on the cavity height, the first vertical hole, and the second vertical hole to obtain boundary holes of the goaf;

[0012] Grouting is performed on the boundary holes of the goaf to obtain a third reinforcement layer.

[0013] Based on the same inventive concept, the second aspect of the exemplary embodiment of the present disclosure provides an underground goaf reinforcement device, comprising:

[0014] A fracture zone hole determination module is configured to determine the water-conducting fracture zone influence area of ​​the underground goaf, and drill holes based on the water-conducting fracture zone influence area to obtain water-conducting fracture zone holes;

[0015] A first reinforcement layer determination module is configured to perform grouting on the holes in the water-conducting fracture zone to obtain a first reinforcement layer;

[0016] A broken zone hole determination module is configured to determine a broken zone area of ​​the underground goaf, set a first vertical hole outside a set range of ground distance corresponding to the edge of the broken zone area, set a second vertical hole at the ground corresponding to the broken zone area, and drill based on the first vertical hole and the second vertical hole to obtain a broken zone hole;

[0017] A second reinforcement layer determination module is configured to perform grouting on the holes in the broken zone to obtain a second reinforcement layer;

[0018] A boundary hole determination module is configured to determine the cavity height of the underground goaf, and drill holes based on the cavity height, the first vertical hole, and the second vertical hole to obtain boundary holes of the goaf;

[0019] The third reinforcement layer determination module is configured to perform grouting on the boundary holes of the goaf area to obtain a third reinforcement layer.

[0020] Based on the same inventive concept, a third aspect of the exemplary embodiment of the present disclosure provides an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein when the processor executes the program, the method described in the first aspect is implemented.

[0021] Based on the same inventive concept, a fourth aspect of the exemplary embodiments of the present disclosure provides a non-transitory computer-readable storage medium, wherein the non-transitory computer-readable storage medium stores computer instructions, and the computer instructions are used to enable a computer to execute the method described in the first aspect.

[0022] Based on the same inventive concept, a fifth aspect of the exemplary embodiments of the present disclosure provides a computer program product, including computer program instructions. When the computer program instructions are executed on a computer, the computer executes the method described in the first aspect.

[0023] From the above, it can be seen that the embodiment of the present disclosure provides the following steps: determining the influence area of ​​the water-conducting fracture zone of the underground goaf, drilling holes based on the influence area of ​​the water-conducting fracture zone to obtain water-conducting fracture zone holes; grouting the water-conducting fracture zone holes to obtain a first reinforcement layer; determining the broken zone area of ​​the underground goaf, setting a first vertical hole outside the range set at the ground distance corresponding to the edge of the broken zone area, and setting a second vertical hole at the ground corresponding to the broken zone area, drilling holes based on the first vertical hole and the second vertical hole to obtain broken zone holes; grouting the broken zone holes to obtain a second reinforcement layer; determining the cavity height of the underground goaf, drilling holes based on the cavity height, the first vertical hole and the second vertical hole to obtain goaf boundary holes; grouting the goaf boundary holes to obtain a third reinforcement layer. The present disclosure can effectively improve the airtightness, safety and impermeability of underground goaf space. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] In order to more clearly illustrate the technical solutions in the present disclosure or related technologies, the drawings required for use in the embodiments or related technical descriptions are briefly introduced below. Obviously, the drawings described below are only embodiments of the present disclosure. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0025] Figure 1 A schematic flow chart of an underground goaf reinforcement method provided for an exemplary embodiment of the present disclosure;

[0026] Figure 2 A cross-sectional schematic diagram of a grouting hole arrangement in a water-conducting fracture zone of an underground goaf reinforcement method provided by an exemplary embodiment of the present disclosure;

[0027] Figure 3 A schematic cross-sectional diagram of a broken zone grouting method for reinforcing an underground goaf provided by an exemplary embodiment of the present disclosure;

[0028] Figure 4 A schematic diagram of a mesh structure consisting of branch holes in a broken zone in an underground goaf reinforcement method provided by an exemplary embodiment of the present disclosure;

[0029] Figure 5 A schematic diagram of a cross-sectional structure of a wall formed by grouting on one side of a method for reinforcing an underground goaf provided by an exemplary embodiment of the present disclosure;

[0030] Figure 6 A schematic diagram of a four-sided grouting wall structure for an underground goaf reinforcement method provided by an exemplary embodiment of the present disclosure;

[0031] Figure 7A schematic structural diagram of an underground goaf reinforcement device provided for an exemplary embodiment of the present disclosure;

[0032] Figure 8 A schematic diagram of the hardware structure of an electronic device provided for an exemplary embodiment of the present disclosure. DETAILED DESCRIPTION

[0033] It is understandable that before using the technical solutions disclosed in the embodiments of this application, the type, scope of use, usage scenarios, etc. of the personal information involved in this application should be informed to the user and the user's authorization should be obtained in an appropriate manner in accordance with relevant laws and regulations.

[0034] For example, in response to receiving an active request from a user, a prompt message is sent to the user to clearly prompt the user that the operation requested to be performed will require obtaining and using the user's personal information. Thus, the user can autonomously choose whether to provide personal information to software or hardware such as an electronic device, application, server, or storage medium that performs the operation of the technical solution of the present application according to the prompt message.

[0035] As an optional but non-limiting implementation, in response to receiving an active request from the user, the prompt information may be sent to the user in the form of a pop-up window, in which the prompt information may be presented in text form. In addition, the pop-up window may also carry a selection control for the user to choose "agree" or "disagree" to provide personal information to the electronic device.

[0036] It is understandable that the above notification and the process of obtaining user authorization are merely illustrative and do not constitute a limitation on the implementation method of the present application. Other methods that meet the relevant laws and regulations may also be applied to the implementation method of the present application.

[0037] It is understandable that the data involved in this technical solution (including but not limited to the data itself, the acquisition or use of the data) shall comply with the requirements of relevant laws, regulations and relevant provisions.

[0038] In order to make the purpose, technical solutions and advantages of the present disclosure more clear, the principles and spirit of the present disclosure will be described with reference to several exemplary embodiments. It should be understood that these embodiments are provided only to enable those skilled in the art to better understand and implement the present disclosure, and are not intended to limit the scope of the present disclosure in any way. On the contrary, these embodiments are provided to make the present disclosure more thorough and complete, and to fully convey the scope of the present disclosure to those skilled in the art.

[0039] It should be understood herein that any number of elements in the drawings is for illustration rather than limitation, and any naming is only for distinction rather than having any limiting meaning.

[0040] It should be noted that, unless otherwise defined, the technical terms or scientific terms used in the embodiments of the present disclosure should be understood by people with ordinary skills in the field to which the present disclosure belongs. The "first", "second" and similar words used in the embodiments of the present disclosure do not represent any order, quantity or importance, but are only used to distinguish different components. "Including" or "comprising" and similar words mean that the elements or objects appearing in front of the word cover the elements or objects listed after the word and their equivalents, without excluding other elements or objects. "Connecting" or "connected" and similar words are not limited to physical or mechanical connections, but can include electrical connections, whether direct or indirect. "Up", "down", "left", "right" and the like are only used to indicate relative positional relationships. When the absolute position of the described object changes, the relative positional relationship may also change accordingly. The article "one" or "a" before an element does not exclude the existence of multiple such elements.

[0041] The principle and spirit of the present disclosure are explained in detail below with reference to several representative embodiments of the present disclosure.

[0042] As described in the background technology, in the related technology, the airtightness of the underground goaf cannot be ensured, resulting in the loss of energy storage media in the underground goaf, and the insufficient impermeability of the underground goaf will lead to groundwater pollution, thereby causing waste of resources; specifically, the reasons for the loss of energy storage media in the underground goaf are: during the mining process, the top and bottom plates are disturbed, which are prone to cracks and deformation, resulting in channels between the goaf and the surrounding rock formations, and the energy storage medium is easily lost through these channels; the rock formations around the goaf are subjected to stress concentration, which are prone to cracks, and these cracks are connected to the goaf, providing channels for the loss of energy storage media; the rock formations above the goaf are prone to collapse, forming a collapse zone, and there are gaps between the rock blocks in the collapse zone, and the energy storage medium is easily lost through these gaps.

[0043] The causes of groundwater pollution are: during the mining process, the bottom plate aquiclude is damaged, resulting in direct contact between groundwater and the goaf, and pollutants in the groundwater can easily enter the goaf through the bottom plate, causing groundwater pollution; cracks are developed in the rock strata around the goaf, and groundwater can easily enter the goaf through these cracks, carrying pollutants and causing groundwater pollution; there are gaps between the rock blocks in the collapse zone of the goaf, and groundwater can easily enter the goaf through these gaps, carrying pollutants and causing groundwater pollution.

[0044] The reasons for the waste of resources are: due to the insufficient airtightness of the goaf, the energy storage medium is easily lost, resulting in reduced energy storage efficiency and waste of resources; groundwater pollution will lead to the unavailability of groundwater resources, resulting in waste of resources; the goaf cannot be effectively utilized, resulting in waste of land resources.

[0045] In order to solve the above problems, the present disclosure provides an underground goaf reinforcement method and related device solutions, which specifically include:

[0046] Determine the influence area of ​​the water-conducting fracture zone in the underground goaf, drill holes based on the influence area of ​​the water-conducting fracture zone to obtain holes in the water-conducting fracture zone; grout the holes in the water-conducting fracture zone to obtain a first reinforcement layer; determine the broken zone area of ​​the underground goaf, set a first vertical hole outside the range set at the edge of the broken zone area corresponding to the ground distance, and set a second vertical hole at the ground corresponding to the broken zone area, drill based on the first vertical hole and the second vertical hole to obtain holes in the broken zone; grout the holes in the broken zone to obtain a second reinforcement layer; determine the cavity height of the underground goaf, drill based on the cavity height, the first vertical hole and the second vertical hole to obtain holes at the boundary of the goaf; grout the holes at the boundary of the goaf to obtain a third reinforcement layer. In order to ensure the airtightness and impermeability of the underground goaf space, the present invention performs grouting reinforcement on the water-conducting fracture zone to prevent the threat of water damage in the top aquifer and damage to the safety of the underground goaf space, and performs grouting reinforcement on the broken zone to prevent pressurized water at the bottom of the goaf from damaging the airtightness and impermeability of the underground goaf space. In addition, the present scheme also establishes a third reinforcement layer to act as a filling retaining wall around the underground goaf space, thereby preventing the energy storage medium from infiltrating into the coal rock mass and damaging the impermeability of the underground goaf space.

[0047] After introducing the basic principles of the present disclosure, various non-limiting embodiments of the present disclosure are described in detail below.

[0048] refer to Figure 1 , which is a flow chart of an underground goaf reinforcement method provided by an exemplary embodiment of the present disclosure.

[0049] Step S110, determining the influence area of ​​the water-conducting fracture zone in the underground goaf, drilling based on the influence area of ​​the water-conducting fracture zone, and obtaining holes in the water-conducting fracture zone.

[0050] In specific implementation, the water-conducting fracture zone refers to:

[0051] During underground mining, a series of fissures and cracks are formed above the goaf due to stress release and deformation of the overburden strata caused by mining activities. These fissures and cracks are interconnected to form a belt-like area with a certain height and range, which can conduct water and may affect the flow of groundwater.

[0052] In specific implementation, the method of determining the affected area of ​​the water-conducting fracture zone in the underground goaf is as follows:

[0053] First, the mining situation and geological conditions are determined based on the mining data and geological data of the mine. The height of the water-conducting fracture zone is calculated using the calculation formula for the water-conducting fracture zone in the "Three-Down Coal Mining Specifications". Then, the height of the water-conducting fracture zone is detected above the goaf of the coal mine by drilling holes. During the detection process, the RQD value of the core, the amount of flushing fluid leakage during drilling, downhole TV monitoring, changes in logging curves and other methods are mainly observed to determine the development layer of the water-conducting fracture zone, analyze and determine the development height of the water-conducting fracture zone, and evaluate the degree and scope of damage to the overlying rock caused by coal mining activities.

[0054] In a specific implementation, drilling is performed based on the affected area of ​​the water-conducting fracture zone to obtain holes in the water-conducting fracture zone:

[0055] refer to Figure 2 In the figure, two drilling rigs and the drilling paths generated by the drilling rigs through the grouting vertical holes and grouting branch holes are set. Specifically, the ground area for grouting of the water-conducting fracture zone is selected in the ground area affected by coal mining, mainly in the ground area above the goaf. According to the slurry diffusion range of the grouting hole, the distribution position of the vertical hole is determined. For example, the slurry diffusion range of the grouting hole is a circular range with a radius of 20m centered on the grouting hole. Multiple branch holes are obtained by drilling multiple branches horizontally outward from the vertical grouting hole. The length of the branch hole is 10m, and the slurry diffusion radius is 20m. The grouting hole arrangement rule is that the slurry diffusion range of any two adjacent grouting holes overlaps by 10m, so the grouting vertical holes are arranged at an interval of 50m, so the two vertical holes can grout a length range of 110m. The slurry diffusion range of multiple grouting holes covers the ground area. The specific number of vertical holes to be set depends on the actual situation.

[0056] After determining the distribution position of the vertical holes, a drilling rig is used for drilling operations. The drilling adopts a three-opening structure, that is, the vertical section from the ground to the top interface of the bedrock surface is a one-opening structure, and the borehole diameter is Φ311mm. The bedrock section begins to be inclined until the target limestone layer. The inclined section is a two-opening structure with a hole diameter of Φ215mm, and the horizontal section is a three-opening structure with a hole diameter of Φ133mm. Seamless steel pipes are installed in the holes of the one-opening and two-opening three-opening structures to prevent the collapse of loose layers and sandstone layers and shrinkage holes. If a large amount of drilling fluid is lost during the early drilling process, the wall is protected by quantitative grouting and accelerated coagulant. Two branch holes are opened on both sides of a vertical one-opening borehole. The grouting diffusion radius of each adjacent vertical hole overlaps by about 20m. The overlapping range of the grouting diffusion radius of each adjacent vertical hole can be determined according to the actual situation. The hole depth should penetrate the water-conducting fracture zone and enter a certain depth of stable limestone rock formation. Judgment method: The drill cuttings of limestone are usually off-white or gray, with a relatively hard texture and large particle size. During the drilling process, you can observe the color and texture of the drill cuttings to preliminarily judge whether you have drilled into the limestone layer; when the drill bit enters the limestone layer from other rock layers, the drilling speed may change significantly due to the hardness and physical properties of the limestone being different from those of the surrounding rock layers. If the drilling speed is significantly reduced, it may indicate that the drill bit has entered the limestone layer; the stability of the limestone layer is relatively good, and the shaking of the equipment may be reduced during drilling. Therefore, if the stability of the equipment is improved during drilling, it may also be a sign that the drill bit has entered the limestone layer. For the chemical composition analysis of the drill cuttings, the main component of limestone is calcium carbonate, so the content of calcium carbonate in the drill cuttings can be detected by chemical methods to further confirm whether it is limestone.

[0057] The reason for drilling into limestone is that drilling into limestone by grouting can effectively strengthen the foundation and improve its bearing capacity and stability. Grouting materials can rely on their own fluidity to enter the tiny gaps and cracks in the limestone to form a stable consolidation system. The karst cracks in the limestone provide a good injection channel for grouting materials. By drilling into limestone by grouting, the slurry can be injected into the aquifer to displace the water and form an aquiclude, thus meeting the needs of the grouting project.

[0058] Step S120: grouting the holes in the water-conducting fracture zone to obtain a first reinforcement layer.

[0059] In a specific implementation, grouting is performed on the holes in the water-conducting fracture zone to obtain the first reinforcement layer:

[0060] Grouting materials usually choose high-strength, low-viscosity slurry. Grouting materials are prepared in a certain proportion to ensure that the material performance meets the engineering requirements. During the preparation process, attention should be paid to stirring evenly to avoid precipitation or stratification. During the grouting process, the slurry has low viscosity and a certain fluidity; the slurry injected into the borehole has the characteristics of being able to reinforce and strengthen; according to my country's current environmental protection requirements, the grouting liquid must be non-toxic and harmless, and have no pollution to the environment. Cement slurry is a commonly used grouting material with the advantages of low cost, good injectability, and easy access to materials. Adding a certain amount of water glass to the cement slurry can improve the slurry performance. Therefore, it is recommended to use cement slurry, and the appropriate grouting material can be selected according to the size of the water-conducting fracture zone.

[0061] After the drilling is completed, the hole is cleaned to remove the residue and water in the hole to ensure that the grouting hole is unobstructed. Start the grouting pump and inject the prepared slurry into the fracture zone through the grouting pipe. The grouting pressure and grouting speed should be controlled during the grouting process to ensure that the grouting material can fully fill the fracture and diffuse into the surrounding rock formations. At the same time, attention should be paid to observing the changes in grouting pressure and grouting volume, and adjusting the grouting parameters in time.

[0062] The slurry first slides in the pipe wall, and then reaches the cracks in the water-conducting fracture zone with the water flow, so that the slurry solidifies, fills the cracks in the water-conducting fracture zone, completes the grouting, and blocks the water backflow channel to prevent the water from the aquifer from entering the goaf through the water-conducting fracture zone and causing danger. The grouting effect should be monitored in real time during the grouting process, including parameters such as grouting pressure, grouting volume, and slurry diffusion range. If abnormal conditions are found, the grouting parameters should be adjusted in time or corresponding measures should be taken.

[0063] In the above exemplary embodiment, a method of obtaining the first reinforcement layer is introduced. Next, a method of determining the grouting time for grouting holes in the water-conducting fracture zone is introduced:

[0064] In this exemplary embodiment, the grouting time for grouting the holes in the water-conducting fracture zone is determined by the following method, including:

[0065] Determine the diameter of the grouting pipe, the displacement of the slurry in the grouting pipe and the shear stress of the pipe wall, and calculate based on the diameter, the displacement of the grouting pipe and the shear stress of the pipe wall to obtain the initial wall slip time; determine the geological parameters and fluid parameters of the water-conducting fracture zone, and calculate based on the geological parameters and the fluid parameters to obtain the seepage solidification time; obtain the grouting time based on the initial wall slip time and the seepage solidification time.

[0066] In a specific implementation, the diameter of the grouting pipe, the displacement of the slurry in the grouting pipe and the wall shear stress are determined, and the initial wall slip time is calculated based on the diameter, the displacement in the grouting pipe and the wall shear stress; the geological parameters and fluid parameters of the water-conducting fracture zone are determined, and the seepage solidification time is calculated based on the geological parameters and the fluid parameters; the grouting time is obtained based on the initial wall slip time and the seepage solidification time:

[0067] The first half of the grouting process is based on the basic flow equation for the slurry to produce wall slip over time in a pipe with a diameter of R:

[0068]

[0069] t 1 is the time it takes for the slurry to produce wall slip in the first section; s is the actual displacement; τ w is the shear stress of the pipe wall; τ is the shear stress of the interaction between the fluid and the pipe wall when it flows in the pipe; f(τ)dτ is the product of the value of the function f with respect to the variable τ and an infinitesimal change dτ of τ; s slip is the pipe wall sliding displacement; R is the pipe diameter.

[0070] The first half of the grouting time t can be basically determined based on the basic flow equation when the slurry in the pipe with a diameter of R produces wall slip over time. 1 , which is the time for the slurry to slide in the pipe wall. After the slurry slides out of the grouting pipe, it flows through the cracks of the water-conducting fracture zone along with the water in the aquifer. The slurry follows the water flow to reach various cracks in the water-conducting fracture zone, thus completing the grouting reinforcement. The motion equation of the nonlinear seepage of the broken rock mass that changes with time in the water flow of the water-conducting fracture zone is:

[0071]

[0072] is the pressure gradient; μ is the fluid dynamic viscosity; s is the seepage distance; t 2 is the seepage time; k is the permeability; β is the non-Darcy flow factor; ρ is the rock density.

[0073] Determine the second half of the grouting time t according to the equation 2 If there is no water in the water-conducting fracture zone, the grouting time t needs to be determined based on the actual situation such as pressure. 2 The total grouting time is t = t 1 +t 2 .

[0074] Step S130, determine the broken zone area of ​​the underground goaf, set a first vertical hole outside the set range of the ground distance corresponding to the edge of the broken zone area, and set a second vertical hole at the ground corresponding to the broken zone area, and drill based on the first vertical hole and the second vertical hole to obtain a broken zone hole.

[0075] In specific implementation, the broken zone refers to:

[0076] An area formed where the floor rock beneath a mineral layer has been fractured and broken down due to ground pressure caused by mining.

[0077] In a specific implementation, the broken zone area of ​​the underground goaf is determined, a first vertical hole is set outside the range set at the edge of the broken zone area corresponding to the ground, and a second vertical hole is set at the ground corresponding to the broken zone area:

[0078] As a specific embodiment, the floor crushing depth is determined according to the mining conditions such as mining depth, working face width, coal seam inclination, mining height and faults, and the geological conditions of the coal seam floor are surveyed in detail, including lithology, fracture development, aquifer distribution, etc., to determine the necessity and feasibility of grouting. The grouting reinforcement range should be able to cover the floor crushing area, and the rock layer of the drilling layer should be selected as low-strength rock layer as much as possible to ensure the efficiency of drilling construction and form a stable grouting borehole. Therefore, the floor Ordovician limestone layer is the first choice for grouting reinforcement as the drilling layer.

[0079] The ground drilling area for grouting in the bottom plate fracture zone is selected in the area 50-100m outside the corresponding ground area of ​​the bottom plate fracture zone and the adjacent plane area perpendicular to this area, with two vertical holes. Thus, the bottom plate fracture zone area is covered to achieve complete treatment and prevent the threat of the underlying aquifer under the bottom plate.

[0080] Below, we introduce the method of obtaining holes in the broken belt:

[0081] In this exemplary implementation, the broken zone holes include: a first hole of a three-opening structure and a second hole of a three-opening structure;

[0082] The drilling based on the first vertical hole and the second vertical hole to obtain a hole in the broken zone includes:

[0083] The vertical section between the ground and the top interface of the bedrock surface corresponding to the first vertical hole is drilled to obtain a first hole of a one-open structure; the inclined section between the bedrock section and the target rock formation is drilled to obtain a first hole of a two-open structure; based on the first hole of the two-open structure, a horizontal section is drilled to obtain the first hole of the three-open structure; the vertical section between the ground and the top interface of the bedrock surface corresponding to the second vertical hole is drilled to obtain a second hole of a one-open structure; the inclined section between the bedrock section and the target rock formation is drilled to obtain a second hole of a two-open structure; based on the second hole of the two-open structure, a horizontal section is drilled to obtain the second hole of the three-open structure.

[0084] In a specific implementation, a vertical section between the ground and the top interface of the bedrock surface corresponding to the first vertical hole is drilled to obtain a first hole of the one-opening structure; a deflection section between the bedrock section and the target rock formation is drilled to obtain a first hole of the two-opening structure; a horizontal section is drilled based on the first hole of the two-opening structure to obtain the first hole of the three-opening structure:

[0085] Following the above exemplary embodiments, refer to Figure 3 , the vertical section from the ground corresponding to the first vertical hole to the top interface of the bedrock surface is a one-opening structure with a borehole diameter of Φ311mm. The bedrock section begins to be inclined until the target rock layer. The inclined section is a two-opening structure with a hole diameter of Φ215mm, and the horizontal section is a three-opening structure with a hole diameter of Φ133mm. Seamless steel pipes are installed in the holes of the one-opening and two-opening and three-opening structures to prevent the collapse of loose layers and sandstone layers and shrinkage holes. The distribution position of the grouting branch holes is determined according to the slurry diffusion range of the grouting hole; for example, multiple long branch holes are obtained by drilling horizontal multi-branch holes outward from the vertical grouting hole, and the slurry diffusion radius is 20m. The grouting hole arrangement rule is that the slurry diffusion range of any two adjacent long branch holes overlaps by 10m, then the distance between the long branch holes is 30m, and the length is the required grouting length of the bottom plate crushing zone.

[0086] In a specific implementation, a vertical section between the ground and the top interface of the bedrock surface corresponding to the second vertical hole is drilled to obtain a second hole of a one-opening structure; a deflection section between the bedrock section and the target rock formation is drilled to obtain a second hole of a two-opening structure; a horizontal section is drilled based on the second hole of the two-opening structure to obtain the second hole of the three-opening structure:

[0087] Following the above exemplary embodiment, the vertical section from the ground corresponding to the second vertical hole to the top interface of the bedrock surface is a one-opening drilling structure, and the borehole diameter is Φ311mm. The bedrock section begins to be inclined until the target rock layer. The inclined section is a two-opening structure with a hole diameter of Φ215mm, and the horizontal section is a three-opening structure with a hole diameter of Φ133mm. Seamless steel pipes are installed in the holes of the one-opening and two-opening and three-opening structures to prevent shrinkage caused by the collapse of loose layers and sandstone layers. The distribution position of the grouting branch holes is determined according to the slurry diffusion range of the grouting holes; for example, multiple long branch holes are obtained by drilling horizontal multi-branch holes outward from the vertical grouting holes, and the slurry diffusion radius is 20m. The grouting hole arrangement rule is that the slurry diffusion range of any two adjacent long branch holes overlaps by 10m, then the distance between the long branch holes is 30m, and the length is the required grouting length of the bottom plate crushing zone.

[0088] In the above exemplary embodiment, a method of obtaining holes in the crushing zone is introduced. The following specifically introduces that the first holes of the three-opening structure and the second holes of the three-opening structure are arranged in a mesh structure and cover the crushing zone.

[0089] In a specific implementation, the first holes of the three-opening structure and the second holes of the three-opening structure are arranged in a mesh structure and cover the crushing zone, which means:

[0090] Three or more horizontal holes are arranged in one main hole, and the branch horizontal holes are arranged in a "line network" shape, trying to be perpendicular or oblique to the known or predicted fracture and structural development direction. The horizontal holes are arranged along the formation dip, and the feather holes are arranged along the formation strike. If a large amount of drilling fluid is lost in the early drilling process, quantitative grouting and accelerated setting agent are used to protect the wall.

[0091] Following the above exemplary embodiments, refer to Figure 4 First, two vertical holes are constructed on the two adjacent surfaces of the broken zone. These two vertical holes serve as the main grouting channels. Then, starting from each vertical hole, at least three oblique long holes are constructed. These oblique long holes extend in different directions at a certain angle and penetrate into different areas of the broken zone. The key is that the oblique long holes of the two vertical holes intersect inside the broken zone to form a complex mesh structure. This mesh structure can effectively cover the entire bottom plate broken zone, ensuring that the slurry can fully fill and spread to all parts of the broken zone, thereby improving the effect of grouting reinforcement and enhancing the stability and impermeability of the bottom plate.

[0092] Step S140: grouting the holes in the broken zone to obtain a second reinforcement layer.

[0093] In a specific implementation, grouting is performed on the holes in the broken zone to obtain the second reinforcement layer:

[0094] Grouting materials usually choose high-strength, low-viscosity slurry. Grouting materials are prepared in a certain proportion to ensure that the material properties meet the engineering requirements. The grouting materials should have good fluidity after mixing with water, and low water permeability after solidification, and can resist the influence of the harsh environment underground. Grouting materials should have a suitable solidification time, and it is recommended to solidify in about two hours. Ensure that the slurry and the bottom plate rock layer can be quickly solidified into one after grouting the bottom plate. Grouting materials should be non-toxic, will not harm the personnel on the working face, and will not pollute the geological environment after grouting. Since most of the materials are in powder form, they are easy to agglomerate in the underground environment, affecting the grouting effect. Therefore, the grouting materials need to have a certain moisture resistance and are conducive to underground storage. The grouting pressure should be 1.2 times the hydrostatic pressure of the formation to ensure that the grouting materials can fully fill the cracks and diffuse into the surrounding rock formations. During the drilling process, if there is obvious leakage and large-scale structural development, crushed stone aggregate or river sand aggregate can be used for injection, and then cemented by cement slurry. In the conventional grouting section, cement-fly ash slurry is used for grouting, and pure cement slurry can also be used for grouting transformation of small and medium cracks. Accelerators and early strength agents can be added to the grouting materials as needed.

[0095] After the drilling is completed, the hole is cleaned to remove the residue and water in the hole to ensure that the grouting hole is unobstructed. Start the grouting pump and inject the prepared grouting material into the broken zone through the grouting pipe. The grouting pressure and grouting speed should be controlled during the grouting process to ensure that the grouting material can fully fill the cracks and diffuse into the surrounding rock formations. At the same time, attention should be paid to the changes in grouting pressure and grouting volume, and the grouting parameters should be adjusted in time. At the beginning of grouting, after the cement slurry is injected, since the density of the cement slurry is greater than the density of water in the cracks, the cement slurry can enter the cracks by its own weight, and the cement slurry can replace the crack water; then the pressurized grouting stage is carried out, the purpose of which is to block the small crack channels. Under the action of pressure, the slurry is further diffused in the horizontal and vertical directions, increasing the control range of the drilling grouting, and making the originally isolated cement firmly connected as a whole. The grouting pressure should be greater than 1.2 times the hydrostatic pressure of the formation, and should be greater than the water pressure of the aquifer by more than 1MPa. When the pressure is stable and the grouting volume is <30L / min, stop grouting.

[0096] In the above exemplary embodiment, a method for obtaining the second reinforcement layer is introduced. Next, a method for determining the grouting time for grouting holes in the water-conducting fracture zone is introduced:

[0097] In this exemplary embodiment, the grouting time for grouting the holes in the broken zone is determined by the following method, including:

[0098] Determine the diameter of the grouting pipe, the displacement of the slurry in the grouting pipe and the shear stress of the pipe wall, and calculate based on the diameter, the displacement of the grouting pipe and the shear stress of the pipe wall to obtain the initial wall slip time; determine the geological parameters and fluid parameters of the fracture zone, and calculate based on the geological parameters and the fluid parameters to obtain the seepage solidification time; obtain the grouting time based on the initial wall slip time and the seepage solidification time.

[0099] In specific implementation, the diameter of the grouting pipe, the displacement of the slurry in the grouting pipe and the wall shear stress are determined, and the initial wall slip time is calculated based on the diameter, the displacement in the grouting pipe and the wall shear stress; the geological parameters and fluid parameters of the fracture zone are determined, and the seepage solidification time is calculated based on the geological parameters and the fluid parameters; the grouting time is obtained based on the initial wall slip time and the seepage solidification time:

[0100] The basic flow equation applied to the slurry in a pipe with a diameter of R when the wall slip occurs over time:

[0101]

[0102] t 1 is the time it takes for the slurry to produce wall slip in the first section; s is the actual displacement; τ w is the shear stress of the pipe wall; τ is the shear stress of the interaction between the fluid and the pipe wall when it flows in the pipe; f(τ)dτ is the product of the value of the function f with respect to the variable τ and an infinitesimal change dτ of τ; s slip is the pipe wall sliding displacement; R is the pipe diameter.

[0103] The first half of the grouting time t can be basically determined based on the basic flow equation when the slurry in the pipe with a diameter of R produces wall slip over time. 1 , which is the time for the slurry to slide in the pipe wall. After the slurry slides through the pipe wall to the bottom plate crushing zone, the grouting pressure is used to fill the slurry in the bottom plate crushing zone cracks and limestone aquifers, thereby completing the grouting reinforcement. When the pressure is stable and the grouting volume is <30L / min and the final pressure of the ground grouting orifice is not less than 10MPa, the grouting is stopped. Specifically, the standard for determining the final pressure of the ground grouting orifice to be not less than 10MPa during the grouting process is determined by comprehensively considering factors such as formation characteristics, rheological properties of grouting materials, capabilities of grouting equipment, and engineering safety requirements, combined with field test data and similar engineering experience, and by real-time monitoring of grouting pressure and grouting volume. When the grouting volume drops below 30 liters / minute and the pressure is stable at 10MPa or above, it is considered that the grouting material has been fully filled and solidified, achieving the expected reinforcement effect, and the grouting operation can be ended at this time. This standard aims to ensure the quality and safety of grouting projects and prevent waste of resources and excessive grouting. This grouting time is the second half of the grouting time t2 , t 2 Should be more than one hour.

[0104] The total grouting time is t = t 1 +t 2 The first half of the slurry slides along the pipe wall, and the second half reaches the cracks in the bottom plate broken zone and the limestone aquifer through pressure, so that the slurry solidifies, fills the cracks in the bottom plate broken zone, and transforms the aquifer, thus completing the grouting and blocking the water backflow channel to prevent the aquifer water from entering the goaf and affecting the impermeability and airtightness. The grouting effect should be monitored in real time during the grouting process, including parameters such as grouting pressure, grouting volume, and slurry diffusion range. If abnormal conditions are found, the grouting parameters should be adjusted in time or corresponding measures should be taken.

[0105] After grouting for t time, the grouting holes should be sealed in time to prevent slurry from flowing out or groundwater from infiltrating. After a period of time after grouting (usually after the slurry solidifies), the grouting effect should be checked. Inspection methods include coring and water injection tests to evaluate whether the grouting reinforcement effect meets the design requirements. An effect inspection and observation system combining geophysical exploration and drilling can also be used. The most widely used geophysical inspection methods are transient electromagnetic and high-density electrical methods. The water-richness of the coal seam floor is evaluated from multiple angles to guide drilling design and exploration to ensure the effect of grouting transformation. After the transformation is completed, a verification hole is constructed in the local water-rich area to observe the water output and calculate the water inrush coefficient. When the water inrush coefficient is less than the critical water inrush coefficient, it means that the grouting transformation effect is good and meets the expected requirements.

[0106] Step S150, determining the cavity height of the underground goaf, and drilling based on the cavity height, the first vertical hole and the second vertical hole to obtain the boundary holes of the goaf.

[0107] In specific implementation, the method for determining the cavity height of the underground goaf is:

[0108] The scope of the goaf and the surrounding edge lines are determined based on the mining data, and the height of the cavity in the goaf is explored at the same time, so as to determine the area and height of the wall. The height of the wall is greater than the height of the goaf.

[0109] In the above exemplary embodiment, a method for determining the cavity height of the underground goaf is introduced. Next, a method for drilling based on the cavity height, the first vertical hole and the second vertical hole to obtain the boundary holes of the goaf is introduced:

[0110] In this exemplary embodiment, drilling is performed based on the cavity height, the first vertical hole, and the second vertical hole to obtain a goaf boundary hole, including:

[0111] Based on the drilling of the inclined section between the bedrock section and the height above the cavity, the third hole of the two-opening structure is obtained; based on the third hole of the two-opening structure, holes are drilled on the opposite sides of the goaf to obtain the boundary holes of the goaf.

[0112] In a specific implementation, the third hole of the two-opening structure is obtained by drilling the inclined section between the bedrock section and the height above the cavity; and the boundary holes of the goaf are obtained by drilling holes on opposite sides of the goaf based on the third hole of the two-opening structure:

[0113] refer to Figure 5 , two vertical boreholes that share the bottom plate crushing zone are selected in the ground drilling area for filling and grouting of the wall, so as to protect the environment, save resources and costs; the drilling adopts a three-opening structure, that is, the vertical section from the ground to the top interface of the bedrock surface is a one-opening structure of the drilling, and the borehole diameter is Φ311mm. The one-opening structure shares the vertical hole of the bottom plate crushing zone. The bedrock section begins to be inclined until the target rock layer. The inclined section is a two-opening structure with a hole diameter of Φ215mm, and the horizontal section is a three-opening structure with a hole diameter of Φ133mm. Seamless steel pipes are installed in the holes of the one-opening and two-opening and three-opening structures to prevent shrinkage caused by the collapse of loose layers and sandstone layers. At this stage, the position of the second opening is higher than the position of the second opening in the bottom plate crushing zone; after the second opening is completed, the hole height position is above the collapse zone; then a branch hole is drilled in parallel into the far top of the target wall body above the goaf, refer to Figure 6 , another branch hole is drilled parallel to the far top of the target wall on the other side of the goaf, and the wall is formed by retreat grouting. A vertical drilling hole is made inclined and two branch holes are branched to complete the construction of the walls on the opposite sides. The other vertical hole is used in the same way to complete the construction of the remaining opposite walls.

[0114] Step S160: grouting the boundary holes of the goaf to obtain a third reinforcement layer.

[0115] In this exemplary embodiment, grouting is performed on the boundary holes of the goaf to obtain a third reinforcement layer, including:

[0116] The edge of the goaf is grouted by inserting a grouting pipe into the boundary hole of the goaf, and the grouting pipe is gradually pulled back toward the ground during the grouting process until a slurry pile is formed. In response to determining that the slurry volume of the slurry pile reaches a set threshold, the third reinforcement layer is obtained.

[0117] In a specific implementation, the edge of the goaf is grouted by inserting a grouting pipe into the boundary hole of the goaf, and the grouting pipe is gradually pulled back toward the ground during the grouting process until a slurry pile is formed, and in response to determining that the slurry volume of the slurry pile reaches a set threshold, the third reinforcement layer is obtained in the following manner:

[0118] After the drilling is completed, the grouting pipe is lowered to the far end of the wall, and the retreat operation is carried out. The controllable slurry is injected into the cavity to form a slurry pile. The slurry pile continues to diffuse until the set slurry volume is injected; after the pile is formed, when the lower slurry has a certain strength, the grouting is continued in layers to the top; then the grouting pipe is moved back and the grouting process is repeated until a wall is formed by connecting multiple groups of slurry piles, and the grouting of a branch hole is completed, and a wall is completed. The same operation is completed on the four sides of the wall. The cross-section of each wall is a right-angle trapezoid, and the part close to the coal body is a right-angle side. The bottom thickness of the four walls should be greater than 6m to meet the pressure requirement of resisting a 200m head difference. The thickness of the curtain wall on all sides can also be determined according to parameters such as the actual maximum head pressure; among them, the grouting materials for the surrounding filling retaining walls are relatively special and need to be adjusted. If the slurry concentration is too low, it cannot form a wall. If the slurry concentration is too high, it consumes too many resources and even cannot be injected into the designated position. During the on-site grouting wall construction process, the effect of grouting wall is ensured by adjusting the dosage of early strength agent, the height of the slurry outlet, and the appropriate slurry pumping pressure. The slurry is composed of lime, coal gangue powder, thickener and water glass in different proportions. The ratio of lime: coal gangue: water is 2:1:10. 5% thickener and 0.5% water glass are added according to the lime content. The appropriate grouting ratio can be selected according to the actual situation. The final slurry density should generally be greater than 1.2g / cm 3 , the maximum should not exceed 1.45g / cm 3

[0119] The grouting flow rate should not exceed 0.5m / s, so as to control the initial grouting slurry to form the grouting hole inclusion. The initial grouting should set up a thick slurry as the space for the subsequent grouting protective layer; it is advisable to use more than 1.35g / cm 3 The base slurry is used for grouting and a higher concentration of thickener is added.

[0120] During the subsequent branch hole construction and grouting process, the effect of the previous hole grouting should be judged and the relevant grouting parameters should be controlled by information construction. Thus, a safe underground confined space with filling walls on all sides and grouting-completed porous and fractured rock layers above and below is built in the goaf. The confined space realizes efficient use of energy through the recycling of energy storage media.

[0121] It should be noted that the method of the embodiment of the present disclosure can be performed by a single device, such as a computer or a server. The method of the present embodiment can also be applied in a distributed scenario and completed by multiple devices cooperating with each other. In the case of such a distributed scenario, one of the multiple devices can only perform one or more steps in the method of the embodiment of the present disclosure, and the multiple devices will interact with each other to complete the described method.

[0122] It should be noted that the above describes some embodiments of the present disclosure. Other embodiments are within the scope of the appended claims. In some cases, the actions or steps recorded in the claims can be performed in an order different from that in the above embodiments and still achieve the desired results. In addition, the processes depicted in the accompanying drawings do not necessarily require the specific order or continuous order shown to achieve the desired results. In some embodiments, multitasking and parallel processing are also possible or may be advantageous.

[0123] Based on the same inventive concept, corresponding to any of the above-mentioned embodiment methods, the present disclosure also provides an underground goaf reinforcement device.

[0124] refer to Figure 7 , the underground goaf reinforcement device comprises:

[0125] The fracture zone hole determination module 710 is configured to determine the water-conducting fracture zone influence area of ​​the underground goaf, and drill holes based on the water-conducting fracture zone influence area to obtain the water-conducting fracture zone holes;

[0126] A first reinforcement layer determination module 720 is configured to perform grouting on the holes in the water-conducting fracture zone to obtain a first reinforcement layer;

[0127] The broken zone hole determination module 730 is configured to determine the broken zone area of ​​the underground goaf, set a first vertical hole outside the range set at the edge of the broken zone area corresponding to the ground, and set a second vertical hole at the ground corresponding to the broken zone area, and drill based on the first vertical hole and the second vertical hole to obtain the broken zone hole;

[0128] The second reinforcement layer determination module 740 is configured to perform grouting on the holes in the broken zone to obtain a second reinforcement layer;

[0129] The boundary hole determination module 750 is configured to determine the cavity height of the underground goaf, and drill holes based on the cavity height, the first vertical hole and the second vertical hole to obtain the boundary holes of the goaf;

[0130] The third reinforcement layer determination module 760 is configured to perform grouting on the boundary holes of the goaf to obtain a third reinforcement layer.

[0131] In this exemplary embodiment, the fracture zone hole determination module 710 is specifically configured as follows:

[0132] The influence area of ​​the water-conducting fracture zone in the underground goaf is determined, and drilling is performed based on the influence area of ​​the water-conducting fracture zone to obtain holes in the water-conducting fracture zone.

[0133] In this exemplary embodiment, the first reinforcement layer determination module 720 is specifically configured as follows:

[0134] Grouting is performed on the holes in the water-conducting fracture zone to obtain a first reinforcement layer; the grouting time for grouting the holes in the water-conducting fracture zone is determined by the following method, including:

[0135] Determine the diameter of the grouting pipe, the displacement of the slurry in the grouting pipe and the shear stress of the pipe wall, and calculate based on the diameter, the displacement of the grouting pipe and the shear stress of the pipe wall to obtain the initial wall slip time; determine the geological parameters and fluid parameters of the water-conducting fracture zone, and calculate based on the geological parameters and the fluid parameters to obtain the seepage solidification time; obtain the grouting time based on the initial wall slip time and the seepage solidification time.

[0136] In this exemplary embodiment, the broken zone hole determination module 730 is specifically configured as follows:

[0137] The broken zone area of ​​the underground goaf is determined, and a first vertical hole is set outside the range of the ground distance set at the edge of the broken zone area, and a second vertical hole is set at the ground corresponding to the broken zone area, and the broken zone holes include: a first hole of a three-opening structure and a second hole of a three-opening structure; the vertical section between the ground and the top interface of the bedrock surface corresponding to the first vertical hole is drilled to obtain the first hole of the one-opening structure; the inclined section between the bedrock section and the target rock formation is drilled to obtain the first hole of the two-opening structure; based on the first hole of the two-opening structure, a horizontal section is drilled to obtain the first hole of the three-opening structure; the vertical section between the ground and the top interface of the bedrock surface corresponding to the second vertical hole is drilled to obtain the second hole of the one-opening structure; the inclined section between the bedrock section and the target rock formation is drilled to obtain the second hole of the two-opening structure; based on the second hole of the two-opening structure, a horizontal section is drilled to obtain the second hole of the three-opening structure. The first hole of the three-opening structure and the second hole of the three-opening structure are arranged in a mesh structure and cover the broken zone.

[0138] In this exemplary embodiment, the second reinforcement layer determination module 740 is specifically configured as follows:

[0139] Grouting is performed on the holes in the broken zone to obtain a second reinforcement layer; the grouting time for grouting the holes in the broken zone is determined by the following method, including:

[0140] Determine the diameter of the grouting pipe, the displacement of the slurry in the grouting pipe and the shear stress of the pipe wall, and calculate based on the diameter, the displacement of the grouting pipe and the shear stress of the pipe wall to obtain the initial wall slip time; determine the geological parameters and fluid parameters of the fracture zone, and calculate based on the geological parameters and the fluid parameters to obtain the seepage solidification time; obtain the grouting time based on the initial wall slip time and the seepage solidification time.

[0141] In this exemplary embodiment, the boundary hole determination module 750 is specifically configured as follows:

[0142] Determine the cavity height of the underground goaf, and obtain the third hole of the two-opening structure based on drilling the inclined section from the bedrock section to the top of the cavity height; based on the third hole of the two-opening structure, drill holes on two opposite sides of the goaf to obtain the boundary holes of the goaf.

[0143] In this exemplary embodiment, the third reinforcement layer determination module 760 is specifically configured as follows:

[0144] Grouting is performed on the boundary holes of the goaf to obtain a third reinforcement layer.

[0145] For the convenience of description, the above device is described by dividing it into various modules according to its functions. Of course, when implementing the present disclosure, the functions of each module can be implemented in the same or multiple software and / or hardware.

[0146] The device of the above-mentioned embodiment is used to implement the corresponding underground goaf reinforcement method in any of the above-mentioned embodiments, and has the beneficial effects of the corresponding method embodiment, which will not be repeated here.

[0147] Based on the same inventive concept, corresponding to any of the above-mentioned embodiments, the present disclosure also provides an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein when the processor executes the program, the underground goaf reinforcement method described in any of the above-mentioned embodiments is implemented.

[0148] Figure 8 A more specific schematic diagram of the hardware structure of an electronic device provided in this embodiment is shown, and the device may include: a processor 1010, a memory 1020, an input / output interface 1030, a communication interface 1040, and a bus 1050. The processor 1010, the memory 1020, the input / output interface 1030, and the communication interface 1040 are connected to each other through the bus 1050 in the device.

[0149] The processor 1010 can be implemented by a general-purpose CPU (Central Processing Unit), a microprocessor, an application-specific integrated circuit (ASIC), or one or more integrated circuits, and is used to execute relevant programs to implement the technical solutions provided in the embodiments of this specification.

[0150] The memory 1020 may be implemented in the form of ROM (Read Only Memory), RAM (Random Access Memory), static storage device, dynamic storage device, etc. The memory 1020 may store an operating system and other application programs. When the technical solutions provided in the embodiments of this specification are implemented by software or firmware, the relevant program codes are stored in the memory 1020 and are called and executed by the processor 1010.

[0151] The input / output interface 1030 is used to connect the input / output module to realize information input and output. The input / output module can be configured in the device as a component (not shown in the figure), or it can be externally connected to the device to provide corresponding functions. The input device may include a keyboard, a mouse, a touch screen, a microphone, various sensors, etc., and the output device may include a display, a speaker, a vibrator, an indicator light, etc.

[0152] The communication interface 1040 is used to connect a communication module (not shown) to realize communication interaction between the device and other devices. The communication module can realize communication through a wired mode (such as USB, network cable, etc.) or a wireless mode (such as mobile network, WIFI, Bluetooth, etc.).

[0153] The bus 1050 includes a path that transmits information between the various components of the device (eg, the processor 1010, the memory 1020, the input / output interface 1030, and the communication interface 1040).

[0154] It should be noted that, although the above device only shows the processor 1010, the memory 1020, the input / output interface 1030, the communication interface 1040 and the bus 1050, in the specific implementation process, the device may also include other components necessary for normal operation. In addition, it can be understood by those skilled in the art that the above device may also only include the components necessary for implementing the embodiments of the present specification, and does not necessarily include all the components shown in the figure.

[0155] The electronic device of the above-mentioned embodiment is used to implement the corresponding underground goaf reinforcement method in any of the above-mentioned embodiments, and has the beneficial effects of the corresponding method embodiment, which will not be repeated here.

[0156] Based on the same inventive concept, corresponding to any of the above-mentioned embodiment methods, the present disclosure also provides a non-transitory computer-readable storage medium, wherein the non-transitory computer-readable storage medium stores computer instructions, and the computer instructions are used to enable the computer to execute the underground goaf reinforcement method as described in any of the above embodiments.

[0157] The computer-readable medium of this embodiment includes permanent and non-permanent, removable and non-removable media, and information storage can be implemented by any method or technology. Information can be computer-readable instructions, data structures, modules of programs, or other data. Examples of computer storage media include, but are not limited to, phase change memory (PRAM), static random access memory (SRAM), dynamic random access memory (DRAM), other types of random access memory (RAM), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), flash memory or other memory technology, read-only compact disk read-only memory (CD-ROM), digital versatile disk (DVD) or other optical storage, magnetic cassettes, magnetic tape magnetic disk storage or other magnetic storage devices or any other non-transmission media that can be used to store information that can be accessed by a computing device.

[0158] The above-mentioned non-transitory computer-readable storage medium can be any available medium or data storage device that can be accessed by a computer, including but not limited to magnetic storage (such as floppy disks, hard disks, magnetic tapes, magneto-optical disks (MO), etc.), optical storage (such as CD, DVD, BD, HVD, etc.), and semiconductor storage (such as ROM, EPROM, EEPROM, non-volatile memory (NAND FLASH), solid-state drive (SSD)), etc.

[0159] The computer instructions stored in the storage medium of the above embodiment are used to enable the computer to execute the underground goaf reinforcement method described in any embodiment in the above exemplary method part, and have the beneficial effects of the corresponding method embodiment, which will not be repeated here.

[0160] Based on the same inventive concept, corresponding to the underground goaf reinforcement method described in any of the above embodiments, the present disclosure also provides a computer program product, which includes computer program instructions. In some embodiments, the computer program instructions can be executed by one or more processors of a computer so that the computer and / or the processor execute the underground goaf reinforcement method. Corresponding to the execution subject corresponding to each step in each embodiment of the underground goaf reinforcement method, the processor that executes the corresponding step may belong to the corresponding execution subject.

[0161] The computer program product of the above embodiment is used to enable the computer and / or the processor to execute the underground goaf reinforcement method described in any of the above embodiments, and has the beneficial effects of the corresponding method embodiments, which will not be repeated here.

[0162] Those skilled in the art will appreciate that the embodiments of the present disclosure may be implemented as a system, method, or computer program product. Therefore, the present disclosure may be specifically implemented in the following forms, namely: complete hardware, complete software (including firmware, resident software, microcode, etc.), or a combination of hardware and software, generally referred to herein as a "circuit," "module," or "system." In addition, in some embodiments, the present disclosure may also be implemented in the form of a computer program product in one or more computer-readable media, which contains computer-readable program code.

[0163] Any combination of one or more computer-readable media may be used. A computer-readable medium may be a computer-readable signal medium or a computer-readable storage medium. A computer-readable storage medium may be, for example, but not limited to, an electrical, magnetic, optical, electromagnetic, infrared, or semiconductor system, device or device, or any combination of the above. More specific examples (non-exhaustive examples) of computer-readable storage media may include, for example: an electrical connection with one or more wires, a portable computer disk, a hard disk, a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the above. In this document, a computer-readable storage medium may be any tangible medium containing or storing a program that may be used by or in combination with an instruction execution system, device or device.

[0164] Computer-readable signal media may include data signals propagated in baseband or as part of a carrier wave, which carry computer-readable program code. Such propagated data signals may take a variety of forms, including but not limited to electromagnetic signals, optical signals, or any suitable combination of the above. Computer-readable signal media may also be any computer-readable medium other than a computer-readable storage medium, which may send, propagate, or transmit a program for use by or in conjunction with an instruction execution system, apparatus, or device.

[0165] The program code embodied on the computer readable medium may be transmitted using any appropriate medium, including but not limited to wireless, wireline, optical fiber cable, RF, etc., or any suitable combination of the foregoing.

[0166] Computer program code for performing the operations of the present disclosure may be written in one or more programming languages ​​or a combination thereof, including object-oriented programming languages ​​such as Java, Smalltalk, C++, and conventional procedural programming languages ​​such as "C" or similar programming languages. The program code may be executed entirely on the user's computer, partially on the user's computer, as a separate software package, partially on the user's computer and partially on a remote computer, or entirely on a remote computer or server. In the case of a remote computer, the remote computer may be connected to the user's computer through any type of network, including a local area network (LAN) or a wide area network (WAN), or may be connected to an external computer (e.g., via the Internet using an Internet service provider).

[0167] It should be understood that each box in the flowchart and / or block diagram and the combination of boxes in the flowchart and / or block diagram can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer or other programmable data processing device to produce a machine, and these computer program instructions are executed by a computer or other programmable data processing device to produce a device that implements the functions / operations specified in the boxes in the flowchart and / or block diagram.

[0168] These computer program instructions may also be stored in a computer-readable medium that enables a computer or other programmable data processing device to operate in a specific manner, so that the instructions stored in the computer-readable medium produce a product that includes an instruction device that implements the functions / operations specified in the blocks in the flowchart and / or block diagram.

[0169] Computer program instructions may also be loaded onto a computer, other programmable data processing apparatus, or other device so that a series of operational steps are performed on the computer, other programmable data processing apparatus, or other device to produce a computer-implemented process, thereby enabling the instructions executed on the computer or other programmable device to provide a process for implementing the functions / operations specified in the blocks in the flowchart and / or block diagram.

[0170] In addition, although the operations of the disclosed method are described in a particular order in the accompanying drawings, this does not require or imply that the operations must be performed in this particular order, or that all the operations shown must be performed to achieve the desired results. On the contrary, the steps depicted in the flow chart can be performed in a different order. Additionally or alternatively, some steps can be omitted, multiple steps can be combined into one step, and / or one step can be decomposed into multiple steps.

[0171] The flowchart and block diagram in the accompanying drawings illustrate the possible architecture, functions and operations of the system, method and computer program product according to various embodiments of the present application. Wherein, each box in the flowchart or block diagram can represent a module, a program segment, or a part of the code, and the above-mentioned module, program segment, or a part of the code contains one or more executable instructions for realizing the specified logical function. It should also be noted that in some alternative implementations, the functions marked in the box can also occur in a different order from the order marked in the accompanying drawings. For example, two boxes represented in succession can actually be executed substantially in parallel, and they can sometimes be executed in the opposite order, depending on the functions involved. It should also be noted that each box in the block diagram or flowchart, and the combination of boxes in the block diagram or flowchart can be implemented with a dedicated hardware-based system that performs a specified function or operation, or can be implemented with a combination of dedicated hardware and computer instructions.

[0172] It should be noted that, although several modules or units of the equipment for action execution are mentioned in the above detailed description, this division is not mandatory. In fact, according to the embodiments of the present application, the features and functions of two or more modules or units described above can be embodied in one module or unit. On the contrary, the features and functions of one module or unit described above can be further divided into being embodied by multiple modules or units.

[0173] Those skilled in the art should understand that the discussion of any of the above embodiments is merely illustrative and is not intended to imply that the scope of the present application (including the claims) is limited to these examples. In line with the concept of the present application, the technical features in the above embodiments or different embodiments may be combined, the steps may be implemented in any order, and there are many other variations of the different aspects of the embodiments of the present application as described above, which are not provided in detail for the sake of simplicity.

[0174] In addition, to simplify the description and discussion, and in order not to make the embodiments of the present application difficult to understand, the known power supply / ground connection with the integrated circuit (IC) chip and other components may or may not be shown in the provided drawings. In addition, the device can be shown in the form of a block diagram to avoid making the embodiments of the present application difficult to understand, and this also takes into account the fact that the details of the implementation of these block diagram devices are highly dependent on the platform to be implemented in the embodiments of the present application (that is, these details should be fully within the scope of understanding of those skilled in the art). In the case of elaborating specific details (e.g., circuits) to describe exemplary embodiments of the present application, it is obvious to those skilled in the art that the embodiments of the present application can be implemented without these specific details or when these specific details are changed. Therefore, these descriptions should be considered to be illustrative rather than restrictive.

[0175] Although the present application has been described in conjunction with specific embodiments of the present application, many replacements, modifications and variations of these embodiments will be apparent to those skilled in the art from the foregoing description. For example, other memory architectures (e.g., dynamic RAM (DRAM)) may use the embodiments discussed.

[0176] The embodiments of the present application are intended to cover all such substitutions, modifications and variations that fall within the broad scope of the appended claims. Therefore, any omissions, modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the embodiments of the present application should be included in the scope of protection of the present application.

[0177] Although the spirit and principle of the present disclosure have been described with reference to several specific embodiments, it should be understood that the present disclosure is not limited to the disclosed specific embodiments, and the division of various aspects does not mean that the features in these aspects cannot be combined to benefit, and such division is only for the convenience of expression. The present disclosure is intended to cover various modifications and equivalent arrangements included in the spirit and scope of the attached claims. The scope of the attached claims conforms to the broadest interpretation, thereby including all such modifications and equivalent structures and functions.

Claims

1. A method for reinforcing an underground goaf, characterized in that: include: Determine the water-conducting fracture zone influence area of ​​the underground goaf, and drill holes based on the water-conducting fracture zone influence area to obtain water-conducting fracture zone holes; Grouting is performed on the holes in the water-conducting fracture zone to obtain a first reinforcement layer; Determine a broken zone area of ​​the underground goaf, set a first vertical hole outside a set range of the ground distance corresponding to the edge of the broken zone area, set a second vertical hole at the ground corresponding to the broken zone area, and drill based on the first vertical hole and the second vertical hole to obtain a broken zone hole; Grouting is performed on the holes in the broken zone to obtain a second reinforcement layer; Determine the cavity height of the underground goaf, and drill holes based on the cavity height, the first vertical hole, and the second vertical hole to obtain boundary holes of the goaf; Grouting is performed on the boundary holes of the goaf to obtain a third reinforcement layer.

2. The method according to claim 1, characterized in that The holes in the broken zone include: a first hole with a three-opening structure and a second hole with a three-opening structure; The drilling based on the first vertical hole and the second vertical hole to obtain a hole in the broken zone includes: Drilling a vertical section between the ground and the top interface of the bedrock surface corresponding to the first vertical hole to obtain a first hole of an open structure; Drilling the deflection section between the bedrock section and the target rock formation to obtain the first hole of the two-opening structure; Based on the first hole of the two-opening structure, a horizontal section is drilled to obtain the first hole of the three-opening structure; Drilling a vertical section between the ground and the top interface of the bedrock surface corresponding to the second vertical hole to obtain a second hole of an open structure; Drilling a hole in the deflection section between the bedrock section and the target rock formation to obtain a second hole of the two-opening structure; Based on the second hole of the two-opening structure, a horizontal section is drilled to obtain the second hole of the three-opening structure.

3. The method according to claim 2, characterized in that The method further includes: the first holes of the three-open structure and the second holes of the three-open structure are arranged in a mesh structure and cover the crushing zone.

4. The method according to claim 1, characterized in that The grouting time for grouting the holes in the water-conducting fracture zone and / or the grouting time for grouting the holes in the broken zone is determined by the following methods, including: Determine the diameter of the grouting pipe, the displacement of the slurry in the grouting pipe, and the shear stress of the pipe wall, and calculate based on the diameter, the displacement of the grouting pipe, and the shear stress of the pipe wall to obtain the initial wall slip time; Determine the geological parameters and fluid parameters of the water-conducting fracture zone and / or the fracture zone, and calculate based on the geological parameters and the fluid parameters to obtain the seepage solidification time; The grouting time is obtained based on the initial wall slip time and the seepage solidification time.

5. The method according to claim 2, characterized in that: The step of drilling based on the cavity height, the first vertical hole and the second vertical hole to obtain a hole at the boundary of the goaf includes: Based on the drilling of the deflection section between the bedrock section and the height above the cavity, a third hole of the two-opening structure is obtained; Based on the third hole of the two-opening structure, holes are drilled on two opposite sides of the goaf to obtain boundary holes of the goaf.

6. The method according to claim 1, characterized in that The step of grouting the boundary holes of the goaf area to obtain the third reinforcement layer comprises: The edge of the goaf is grouted by inserting a grouting pipe into the boundary hole of the goaf, and the grouting pipe is gradually pulled back toward the ground during the grouting process until a slurry pile is formed. In response to determining that the slurry volume of the slurry pile reaches a set threshold, the third reinforcement layer is obtained.

7. An underground goaf reinforcement device, characterized in that: include: A fracture zone hole determination module is configured to determine the water-conducting fracture zone influence area of ​​the underground goaf, and drill holes based on the water-conducting fracture zone influence area to obtain water-conducting fracture zone holes; A first reinforcement layer determination module is configured to perform grouting on the holes in the water-conducting fracture zone to obtain a first reinforcement layer; A broken zone hole determination module is configured to determine a broken zone area of ​​the underground goaf, set a first vertical hole outside a set range of ground distance corresponding to the edge of the broken zone area, set a second vertical hole at the ground corresponding to the broken zone area, and drill based on the first vertical hole and the second vertical hole to obtain a broken zone hole; A second reinforcement layer determination module is configured to perform grouting on the holes in the broken zone to obtain a second reinforcement layer; A boundary hole determination module is configured to determine the cavity height of the underground goaf, and drill holes based on the cavity height, the first vertical hole, and the second vertical hole to obtain boundary holes of the goaf; The third reinforcement layer determination module is configured to perform grouting on the boundary holes of the goaf area to obtain a third reinforcement layer.

8. An electronic device, characterized in that: The method comprises a memory, a processor and a computer program stored in the memory and executable on the processor, wherein when the processor executes the program, the method according to any one of claims 1 to 6 is implemented.

9. A non-transitory computer-readable storage medium, characterized in that: The non-transitory computer-readable storage medium stores computer instructions, and the computer instructions are used to cause a computer to execute the method according to any one of claims 1 to 6.

10. A computer program product, characterized in that The method comprises computer program instructions, which, when executed on a computer, cause the computer to execute the method according to any one of claims 1 to 6.

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