Roadway arrangement method for fully mechanized coal mining face of thick coal seam

Abstract

The invention relates to the technical field of coal mining, in particular to a thick coal seam fully mechanized coal mining face roadway arrangement method, roadways of an upper layer, a middle layer and a lower layer in a coal seam respectively comprise an upper gate way and a lower gate way, the upper layer adopts in-situ tunneling, the upper gate way of the upper layer is arranged along a bottom plate, and the lower gate way of the upper layer is arranged along a top plate; an upper gate way and a lower gate way of the middle layer are arranged in an external staggered mode, the upper gate way of the middle layer is adjacent to the plane of the lower gate way of the middle layer of the previous working face, and a roadway distance is formed between the lower gate way of the middle layer and the lower gate way of the upper layer; the upper gate way and the lower gate way of the lower layer are arranged in an external staggered mode, the upper gate way of the lower layer is adjacent to the plane of the lower gate way of the lower layer of the previous working face, and a roadway distance is arranged between the lower gate way of the lower layer and the lower gate way of the middle layer. According to the method, the precedent of external staggered arrangement of the gate way on the thick coal seam is created, the inclined length of each working face is increased, and the coal mining amount is increased.

Description

Technical Field

[0001] The invention relates to the technical field of coal mining, and in particular to a method for arranging tunnels in a fully mechanized mining working face of a thick coal seam. Background Art

[0002] Many coalfields contain multiple minable or partially minable coal seams that are relatively close to each other. The mining of these close-distance coal seams is mainly based on downward mining. When mining a group of close-distance coal seams downward, the mutual influence of the mining of the upper and lower coal seams makes the mining of the lower coal seam more complicated and difficult than the mining of a single coal seam, especially the maintenance of the mining tunnel and the management of the roof of the working face.

[0003] There are three main ways to arrange the working faces of the upper and lower coal seams in close-range coal seams: internal staggered, external staggered and overlapping. In the internal staggered arrangement, the horizontal lanes of the lower layer section are all located below the goaf inside the upper layer lane. The lanes are under less pressure and are easy to maintain. The horizontal lanes of the lower layer section are excavated along the artificial roof of the upper layer, which is easy to control the excavation direction. However, although the lanes of the internal staggered arrangement are in the decompression zone, the coal pillars of the lower coal section are wide, and the amount of coal loss is large. In the external staggered arrangement, the horizontal lanes of the lower layer section are all located outside the upper layer lanes and within the influence range of the upper layer support stress. The lanes are under great pressure and difficult to maintain. Therefore, this arrangement is rarely used. Overlapping lane arrangement refers to the overlapping arrangement of the mining lanes of the upper coal seam and the mining lanes of the lower coal seam on the plane during coal seam mining, so that the lengths of the upper and lower coal seam working faces are equal, so as to reduce the retention of coal pillars, reduce coal losses, and improve mining efficiency. However, the lanes are under great pressure and difficult to maintain.

[0004] In the prior art, for coalfields with thicker coal seams, the section drift mainly adopts an inner staggered layout, or combines the inner staggered layout with the overlapping layout depending on the situation. Among them, the inner staggered layout is still the main one, resulting in a gradual reduction in the length of the working face and serious coal losses. Summary of the invention

[0005] In order to solve the technical problem that in the prior art, for coal fields with thick coal seams, the section drift mainly adopts the inner staggered arrangement, or the inner staggered arrangement and the overlapping arrangement are used in combination according to the situation, among which the inner staggered arrangement is still the main one, resulting in the gradual reduction of the length of the working face and serious coal loss, the present invention provides a method for arranging the tunnels of the fully mechanized mining working face in thick coal seams.

[0006] To achieve the above object, the technical solution adopted by the present invention is: A method for arranging tunnels in a fully mechanized mining face of a thick coal seam, wherein the coal seam is divided into an upper layer, a middle layer, an interlayer of gangue and a lower layer from top to bottom, and the tunnels of the upper layer, the middle layer and the lower layer respectively include an upper horizontal tunnel and a lower horizontal tunnel, wherein the upper layer adopts in-situ excavation, the upper horizontal tunnel of the upper layer is arranged along the bottom plate, and the lower horizontal tunnel of the upper layer is arranged along the top plate; the upper horizontal tunnel and the lower horizontal tunnel of the middle layer adopt an external staggered arrangement, the upper horizontal tunnel of the middle layer is adjacent to the plane of the lower horizontal tunnel of the middle layer of the previous working face, and the lower horizontal tunnel of the middle layer is separated from the lower horizontal tunnel of the upper layer by a tunnel distance; the upper horizontal tunnel and the lower horizontal tunnel of the lower layer adopt an external staggered arrangement, the upper horizontal tunnel of the lower layer is adjacent to the plane of the lower horizontal tunnel of the lower layer of the previous working face, and the lower horizontal tunnel of the lower layer is separated from the lower horizontal tunnel of the middle layer by a tunnel distance.

[0007] With the above structural scheme, the upper layer adopts in-situ excavation, which solves the impact of rock burst on tunnel excavation and mining. The middle and lower layers adopt an external staggered layout. The tunnel is arranged at a low ground pressure position under the goaf, and the top goaf has re-cemented the roof to form a complete roof after years of pressure, which can be excavated smoothly, safely and quickly; the tunnel is in the vertical stress reduction zone, the tunnel surrounding rock stress is relatively small, and it is close to the edge of the goaf, the stress imbalance phenomenon is relatively small, the deformation of the tunnel will be greatly reduced, and the tunnel is easier to maintain. The horizontal tunnel on the layered mining working face was changed from the original internal staggered layout to the external staggered layout, creating a precedent for the external staggered layout of horizontal tunnels on thick coal seams, increasing the inclined length of each working face and increasing the coal mining volume.

[0008] As an optimal implementation method of the tunnel layout method for the fully mechanized mining working face in a thick coal seam, the tunnel is excavated along the false roof, the net width of the tunnel is 3200mm, the net height of the lower wall is 2000mm, and the net height of the lower wall near the slope change between the upper and lower horizontal tunnels shall not be less than 1800mm.

[0009] As an optimal implementation method of the roadway layout method for the fully mechanized mining working face of a thick coal seam, the upper horizontal roadway adopts the mountain shed as a permanent support frame. The shed beam of the mountain shed is a 2600mm long 11# I-beam, the lower U-shaped steel shed leg is 2200mm long, and the upper side is made of 2200m upper curved section and straight leg overlap, the overlap length is not less than 500mm, and two pairs of special U-shaped cable clamps are used to close together, and the torque of the cable nut is not less than 150N·m; the two sides of the permanent support frame are laid with 10# iron wire with a specification of 3200 ×850mm metal diamond mesh, the grid is 50×50mm, the overlap length between the meshes is 50mm, and the standard spiral spring is used to connect the holes one by one; the backboard specifications of the top, upper and lower sides of the permanent support frame are 1200×120×40mm concrete backboard, 1000×50×20mm iron backboard or 1200×120×60mm wooden board. The spacing between the backboards is not more than 500mm, and the backboards are arranged alternately front and back along the axis of the tunnel in a straight line and are arranged evenly.

[0010] As a preferred implementation method of the roadway layout method for comprehensive mining working faces in thick coal seams, the horizontal part of the roadway is tilted forward and backward, the permanent support frame is set vertically on the bottom plate, and the beams of the mountain shed are perpendicular to the center line of the roadway.

[0011] As an optimal implementation method of the tunnel layout method of the fully mechanized mining working face in a thick coal seam, the upper horizontal tunnel is centrally sprayed with concrete for sealing, with a thickness of not less than 50mm. The cement used is 425# ordinary Portland cement; the sand used is ordinary river sand with a mud content of not more than 3%; melon seed stone is used as aggregate with a particle diameter of 5 to 10mm; the ratio of the quick-setting agent used is 2 to 4% of the weight of the cement; the ratio of cement, water, sand and gravel in the sprayed concrete for the concrete sealing is 1:2:2.

[0012] As an optimal implementation method of the roadway layout method for the fully mechanized mining working face of a thick coal seam, the upper horizontal roadway uses two 3.2m long π-shaped steel front exploration beams as temporary support. Each front exploration beam is equipped with three caliper-type lifting rings processed with uniform specifications, two of which are in effect, and they are moved forward alternately during construction. The distance between the two front exploration beams is 800-1200mm, and the distance between the end face of the front exploration beam and the end face of the head is not more than 300mm; after each regular cycle of blasting, the staff stands under the permanent support, uses long-handled tools to remove the dangerous rock and hanging gangue in the head, and then immediately moves the front exploration beam to the head, passes the shed head, lays a metal mesh on the top of the shed head, puts on a backboard, and finally uses wooden wedges to connect the roof.

[0013] As a preferred implementation method of the roadway layout method for the fully mechanized mining working face in a thick coal seam, when the head-on roof is broken or there is a risk of roof leakage, before the head-on blasting, a sharp chisel is driven in from above the first head-on shed beam at an angle of 10°-15° to the head-on roof to control the gangue in the head-on roof, with a spacing of no more than 300mm, and the length of the pneumatic chisel is no less than 1.6m. The number of sharp chisels driven in is determined according to the size of the broken area of ​​the head-on roof or the area of ​​roof leakage; if there are empty top and empty side parts, they are connected with concrete backing plates or filled with non-combustible materials; the construction adopts small cycle operation, the cycle operation advance is 0.7 meters, and the drilling depth is 0.8m each time.

[0014] As a preferred implementation method of the tunnel layout method for the fully mechanized mining working face in a thick coal seam, during the excavation of the mining tunnel or the mining of the working face, when the tunnel pressure is obvious and the tunnel has serious spalling, a slurry reinforcement method is used for reinforcement; the grouting material of the slurry reinforcement method adopts inorganic high-strength grouting material, and during grouting, the orifice pressure of the grouting hole is 0.5-2MPa, and the grouting holes are located on the column wall, with a total of two rows above and below, and the upper and lower rows of grouting holes are arranged alternately in a three-eye arrangement, perpendicular to the small coal pillar road wall; after grouting, the sealing depth of the grouting pipe is not less than 500mm.

[0015] The beneficial effects of the present invention include: The upper layer adopts in-situ excavation to solve the impact of rock burst on tunnel excavation and mining. The middle and lower layers adopt external staggered layout. The tunnel is arranged at the low ground pressure position under the goaf, and the top goaf has been re-cemented to form a complete roof after years of pressure, which can be excavated smoothly, safely and quickly; the tunnel is in the vertical stress reduction zone, the surrounding rock stress of the tunnel is relatively small, and it is close to the edge of the goaf, the stress imbalance phenomenon is relatively small, the deformation of the tunnel will be greatly reduced, and the tunnel is easier to maintain. The horizontal tunnel on the stratified mining working face was changed from the original internal staggered layout to the external staggered layout, creating a precedent for the external staggered layout of horizontal tunnels on thick coal seams, increasing the inclined length of each working face and increasing the coal mining volume. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] In order to more clearly illustrate the technical solution of the present invention, the accompanying drawings required for use in the description will be briefly introduced below. Obviously, the accompanying drawings in the following description are only some embodiments of the present invention. For ordinary technicians in this field, other accompanying drawings can be obtained based on these accompanying drawings without paying creative work.

[0017] Figure 1 It is a schematic diagram of the roadway layout of the fully mechanized mining working face in a medium-thick coal seam in the prior art; Figure 2 It is a schematic diagram of the tunnel layout of the thick coal seam fully mechanized mining working face in a specific implementation manner of the present invention.

[0018] List of parts and reference numerals: 1. Upper layer; 2. Middle layer; 3. Interlayer; 4. Lower layer; 5. Upper horizontal tunnel; 6. Lower horizontal tunnel. DETAILED DESCRIPTION

[0019] In order to make the purpose, features and advantages of the present invention more obvious and easy to understand, the technical scheme of the present invention will be clearly and completely described below in conjunction with the drawings in this specific embodiment. Obviously, the embodiments described below are only part of the embodiments of the present invention, not all of them. Based on the embodiments in this application, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.

[0020] Reference Figure 1 In the prior art, the fully mechanized mining working face roadway layout method for medium-thick coal seams is that both the middle layer 2 and the lower layer 4 are arranged inwardly, resulting in a gradual reduction in the length of the working face and serious coal loss.

[0021] Reference Figure 2This embodiment proposes a method for arranging tunnels in a fully mechanized mining face of a thick coal seam. The coal seam is divided into an upper layer 1, a middle layer 2, an interlayer 3 and a lower layer 4 from top to bottom. The upper layer 1 is 2.4 meters thick, the middle layer 2 is 2.2 meters thick, the interlayer 3 is 0.2-3.6 meters thick, and the lower layer 4 is 2.1-2.6 meters thick. The tunnels of the upper layer 1, the middle layer 2 and the lower layer 4 include an upper tunnel 5 and a lower tunnel 6 respectively. The upper layer 1 is excavated in situ, and the upper tunnel 5 of the upper layer 1 is arranged along the bottom plate, and the lower tunnel 6 of the upper layer 1 is arranged along the top plate; the upper tunnel 5 and the lower tunnel 6 of the middle layer 2 are arranged in an external staggered manner, and the upper tunnel 5 of the middle layer 2 is adjacent to the plane of the lower tunnel 6 of the middle layer 2 of the previous working face, and the lower tunnel 6 of the middle layer 2 is separated from the lower tunnel 6 of the upper layer 1 by a tunnel distance; the upper tunnel 5 and the lower tunnel 6 of the lower layer 4 are arranged in an external staggered manner, and the upper tunnel 5 of the lower layer 4 is adjacent to the plane of the lower tunnel 6 of the lower layer 4 of the previous working face, and the lower tunnel 6 of the lower layer 4 is separated from the lower tunnel 6 of the middle layer 2 by a tunnel distance.

[0022] The method of temporary support in this embodiment is as follows: Two 3.2m long π-shaped steel front exploration beams are used as temporary support in the upper level tunnel 5. Each front exploration beam is equipped with three caliper-type lifting rings of uniform specifications, two of which are in use and move forward alternately during construction. The distance between the two front exploration beams is 800-1200mm, and the distance between the end face of the front exploration beam and the end face of the head is no more than 300mm; after each regular cycle of blasting, the staff stand under the permanent support, use long-handled tools to remove the dangerous rock and hanging gangue at the head, and then immediately move the front exploration beam to the head, pass the shed head, lay a metal mesh on the top of the shed head, put on the back plate, and finally use wooden wedges to connect the top plate.

[0023] The method of permanent support in this embodiment is as follows: The mountain shed is used as permanent support, and strong anchor rods such as φ20×1800mm metal full-threaded steel (20MnSi) are installed in the space of the upper shed according to the spacing of 1000×800mm anchor rods.

[0024] The construction method and steps of this embodiment are as follows: When excavating the tunnel, construction is carried out along the false roof. The net width of the tunnel is 3200mm, the net height of the lower wall is 2000mm, and the net height of the lower wall near the slope change between the upper horizontal tunnel 5 and the lower horizontal tunnel 6 shall not be less than 1800mm.

[0025] The upper level tunnel 5 adopts the down-hill shed as the permanent support frame. The beam of the down-hill shed is 2600mm long 11# I-beam. The lower U-shaped steel shed leg is 2200mm long. The upper side is made of 2200m upper curved section and straight leg overlapped. The overlap length is not less than 500mm. Two pairs of special U-shaped cable clamps are used close together. The torque of the cable nut is not less than 150N·m. The two sides of the permanent support frame are paved with 10# iron wire with a specification of 3200×850mm metal diamond mesh. The grid is 50×50mm, the overlap length between the grids is 50mm, and the standard spiral spring is used to connect the holes one by one; the backboard specifications of the top, upper and lower sides of the permanent support frame are 1200×120×40mm concrete backboard, 1000×50×20mm iron backboard or 1200×120×60mm wood skin, the backboard spacing is not more than 500mm, and the backboards are arranged alternately in a straight line along the axis of the tunnel, and the arrangement is uniform. The empty top and empty side parts are filled with concrete backboards in a well-shaped back or non-combustible materials.

[0026] The distance between sheds of permanent support frame is 800mm (center-center), the cycle footage is 800m, the maximum empty top is not more than 1200mm, the minimum empty top is not more than 400mm, the leg pit depth is not less than 150mm, the leg pit must have a hard bottom, and when encountering a soft bottom, wear wooden shoes with specifications of 250×200×50mm.

[0027] Three anchor rods are evenly arranged in the air of the upper shed with a spacing of 1000×800mm between anchor rods, with an error of no more than ±100mm. The anchor rods are strong anchor rods such as φ20×1800mm metal full threaded steel (20MnSi), and each anchor rod is equipped with 2 pieces of resin anchoring agents with a specification of φ28×350mm for extended anchoring. The exposed length of the anchor rod is 30~70mm. The anchor rod only serves as a protective wall, and the preload force is not less than 150NM, and the anchoring force is not less than 70KN.

[0028] The iron tray is an "M"-shaped thick steel plate anchor plate with a specification of 140×150mm and a thickness of not less than 8mm. A φ22mm round hole is drilled in the middle. The large anchor plate is a 300×200mm W-shaped steel belt anchor plate. The anchor plate pressure net must be close to the coal surface.

[0029] The upper and lower scaffolding legs within the range of 10m are interlocked and reinforced with a scaffolding device made of φ20mm high-strength threaded steel anchor rods of the mine's unified specifications. The two scaffolding devices are located 1200mm above the bottom plate. The scaffolding devices are tightened effectively and arranged in a straight line along the direction of the tunnel. A support made of high-quality wood with a specification of 800×40×40mm is added on both sides of the support scaffolding beam. Within the range of 40m, the support scaffolding beams on both sides and between the bottoms of the two scaffolding legs are ensured to be complete and firm to prevent the support from becoming unstable.

[0030] The horizontal part of the tunnel is tilted forward and backward, the permanent support frame is set vertically on the bottom plate, and the beams of the mountain shed are perpendicular to the center line of the tunnel.

[0031] Shangping Tunnel 5 is sealed with concentrated concrete spraying, with a thickness of not less than 50mm. The cement used is 425# ordinary Portland cement; the sand used is ordinary river sand with a mud content of no more than 3%; melon seed stone is used as aggregate with a particle diameter of 5 to 10mm; the ratio of accelerator used is 2 to 4% of the weight of cement; the ratio of cement, water, sand and gravel in the concrete sprayed for concrete sealing is 1:2:2.

[0032] The headboard protection measures in this embodiment are: When the head-on top plate is broken or there is a danger of roof leakage, before the head-on blasting, a sharp chisel should be driven in from above the first head-on shed beam at an angle of 10°-15° to the head-on top plate to control the gangue in the head-on top plate. The spacing should not be greater than 300mm, and the length of the pneumatic chisel should not be less than 1.6m. The number of sharp chisels driven in should be determined according to the size of the broken area of ​​the head-on top plate or the area of ​​roof leakage. If there are empty top and empty sides, fill them with concrete backing plates or non-combustible materials. The construction adopts small-cycle operation with a cycle operation advance of 0.7m and a drilling depth of 0.8m each time.

[0033] The grouting reinforcement measures in this embodiment are: During the excavation of the mining tunnel or the mining of the working face, when the tunnel pressure is obvious and the tunnel has serious spalling, the slurry reinforcement method is used for reinforcement; the grouting material of the slurry reinforcement method adopts inorganic high-strength grouting material. During grouting, the orifice pressure of the grouting hole is 0.5-2MPa. The grouting holes are located on the pillar wall, with two rows in total, and the upper and lower rows of grouting holes are arranged alternately in a three-eye arrangement, perpendicular to the small coal pillar road wall; after grouting, the sealing depth of the grouting pipe is not less than 500mm.

[0034] The above description of the disclosed embodiments enables one skilled in the art to implement or use the present invention. Various modifications to these embodiments will be apparent to one skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the present invention. Therefore, the present invention will not be limited to the embodiments shown herein, but rather to the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A method for arranging tunnels in a fully mechanized mining face of a thick coal seam, wherein the coal seam is divided from top to bottom into an upper layer (1), a middle layer (2), an interlayer (3) and a lower layer (4), and the tunnels of the upper layer (1), the middle layer (2) and the lower layer (4) respectively include an upper horizontal tunnel (5) and a lower horizontal tunnel (6), characterized in that: The upper layer (1) is excavated in situ, the upper horizontal tunnel (5) of the upper layer (1) is arranged along the bottom plate, and the lower horizontal tunnel (6) of the upper layer (1) is arranged along the top plate; The upper horizontal tunnel (5) and the lower horizontal tunnel (6) of the middle layer (2) are arranged in an external staggered manner, the upper horizontal tunnel (5) of the middle layer (2) is adjacent to the plane of the lower horizontal tunnel (6) of the middle layer (2) of the previous working face, and the lower horizontal tunnel (6) of the middle layer (2) is separated from the lower horizontal tunnel (6) of the upper layer (1) by a tunnel distance; The upper horizontal tunnel (5) and the lower horizontal tunnel (6) of the lower layer (4) are arranged in an external staggered manner. The upper horizontal tunnel (5) of the lower layer (4) is adjacent to the plane of the lower horizontal tunnel (6) of the lower layer (4) of the previous working face, and the lower horizontal tunnel (6) of the lower layer (4) is separated from the lower horizontal tunnel (6) of the middle layer (2) by a tunnel distance.

2. A method for arranging tunnels in a fully mechanized mining face of a thick coal seam according to claim 1, characterized in that: When the tunnel is excavated, construction is carried out along the false roof. The net width of the tunnel is 3200mm, the net height of the lower wall is 2000mm, and the net height of the lower wall near the slope change between the upper horizontal tunnel (5) and the lower horizontal tunnel (6) shall not be less than 1800mm.

3. A method for arranging tunnels in a fully mechanized mining face of a thick coal seam according to claim 2, characterized in that: The upper lane (5) uses a mountain shed as a permanent support frame. The shed beam is 2600mm long 11# I-beam. The lower U-shaped steel shed leg is 2200mm long. The upper shed is made of 2200m upper curved section and straight leg overlapped. The overlap length is not less than 500mm. Two pairs of special U-shaped cable clamps are used in close contact. The torque of the cable nut is not less than 150N·m. The two sides of the permanent support frame are paved with 10# iron wire with a specification of 3200×850mm metal diamond mesh. The grid is 50×50mm, the overlap length between the meshes is 50mm, and the standard spiral spring is used to connect the holes one by one; the backboard specifications of the top, upper and lower sides of the permanent support frame are 1200×120×40mm concrete backboard, 1000×50×20mm iron backboard or 1200×120×60mm wooden board. The spacing between the backboards is not more than 500mm. The backboards are arranged alternately front and back along the axis of the tunnel in a straight line and are evenly arranged.

4. A method for arranging tunnels in a fully mechanized mining face of a thick coal seam according to claim 3, characterized in that: The horizontal part of the tunnel is tilted forward and backward, the permanent support frame is set vertically on the bottom plate, and the beams of the mountain shed are perpendicular to the center line of the tunnel.

5. A method for arranging tunnels in a fully mechanized mining face of a thick coal seam according to claim 4, characterized in that: The upper level tunnel (5) is sealed by concentrated spraying concrete with a thickness of not less than 50 mm. The cement used is 425# ordinary Portland cement. The sand used is ordinary river sand with a mud content of not more than 3%. Melon seed stone is used as aggregate with a particle diameter of 5 to 10 mm. The proportion of the accelerator used is 2 to 4% of the weight of the cement. The proportion of cement, water, sand and gravel in the sprayed concrete for the sealing is 1:2:

2.

6. A method for arranging tunnels in a fully mechanized mining face of a thick coal seam according to claim 1, characterized in that: The upper tunnel (5) uses two 3.2m long π-shaped steel front beams as temporary support. Each front beam is equipped with three caliper-type lifting rings of uniform specifications, two of which are in use and move forward alternately during construction. The distance between the two front beams is 800-1200mm, and the distance between the end face of the front beam and the head face is no more than 300mm; After each regular cycle of blasting, the staff stands under the permanent support and uses long-handled tools to remove the dangerous rock and hanging gangue head-on, then immediately moves the front exploration beam to the head, passes the shed head, lays a metal mesh above the shed head, puts on a backboard, and finally uses wooden wedges to connect the top plate.

7. A method for arranging tunnels in a fully mechanized mining face of a thick coal seam according to claim 1, characterized in that: When the head-on top plate is broken or there is a danger of roof leakage, before the head-on blasting, a sharp chisel should be driven in from above the first head-on shed beam at an angle of 10°-15° to the head-on top plate to control the gangue in the head-on top plate. The spacing should not be greater than 300mm, and the length of the pneumatic chisel should not be less than 1.6m. The number of sharp chisels driven in should be determined according to the size of the broken area of ​​the head-on top plate or the area of ​​roof leakage. If there are empty top and empty sides, fill them with concrete backing plates or non-combustible materials. The construction adopts small-cycle operation with a cycle operation advance of 0.7m and a drilling depth of 0.8m each time.

8. The method for arranging tunnels in a fully mechanized mining face of a thick coal seam according to claim 1, characterized in that: During the excavation of the mining tunnel or the mining of the working face, when the tunnel pressure is obvious and the tunnel has serious spalling, the slurry reinforcement method is used for reinforcement; the grouting material of the slurry reinforcement method adopts inorganic high-strength grouting material. During grouting, the orifice pressure of the grouting hole is 0.5-2MPa. The grouting holes are located on the pillar wall, with two rows in total, and the upper and lower rows of grouting holes are arranged alternately in a three-eye arrangement, perpendicular to the small coal pillar road wall; after grouting, the sealing depth of the grouting pipe is not less than 500mm.

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