Thin seam working face mining roadway rapid tunneling zoning parallel anchoring method

Abstract

The invention belongs to the technical field of working face mining roadway support, and particularly relates to a thin seam working face mining roadway rapid tunneling zoning parallel anchoring method. In space, an anchoring operation procedure is divided into a local anchoring system and a reinforcing anchoring system which are implemented at different positions away from a roadway driving working face; according to the local anchoring system, initial anchor rods are installed at the positions of 3-4 anchor rod row pitches behind the driving working face in the cutting process, and a local anchoring structure is formed; according to the reinforcing anchoring system, after the anchor rod drill carriage enters the rear operation position of the tunneling equipment, reinforcing anchor rods and anchor cables are installed on the basis of the local anchoring system for reinforcing anchoring, and an integral anchoring structure is formed; in time, the local anchoring system and the reinforcing anchoring system work synchronously; the anchoring time sequence is effectively adjusted, regional and parallel anchoring of the driving face is achieved, and the anchoring operation time is greatly shortened; the parallel operation time is greatly prolonged, and the tunneling efficiency is improved on the basis of ensuring effective maintenance of surrounding rocks.

Description

Technical Field

[0001] The invention belongs to the technical field of working face mining tunnel support, and in particular relates to a method for rapid excavation and partition parallel anchoring of a thin coal seam working face mining tunnel. Background Art

[0002] With the continuous increase in mining intensity, the amount of coal resources in my country is decreasing year by year, especially the reserves of medium-thick and thick coal seams that are conducive to efficient mining are decreasing year by year. More and more mines are beginning to face the problem of thin coal seam mining. In the future, more and more mining tunnels will need to be excavated for safe and efficient mining of thin coal seam working faces. The mining tunnels of thin coal seam working faces are typical semi-coal-rock tunnels. Unlike full coal tunnels, there are certain differences in the physical and mechanical properties of coal seams and rock strata during excavation, which increases the difficulty of excavation to a certain extent and is not conducive to rapid excavation of tunnels. For the mining tunnels of thin coal seam working faces, the tunnel excavation process includes auxiliary operations, cutting, temporary support, permanent support (i.e., anchor bolts or cable anchoring), ventilation, transportation and other processes. The excavation process requires mutual cooperation between the various processes, involving complex time and space relationships. Among them, the anchor bolt / cable anchoring operation requires a large number of operators and takes a long time, which is the key to affecting the overall excavation efficiency. At present, the overall excavation rate of semi-coal-rock tunnels in my country is slow, and the mining ratio is seriously unbalanced, which to a certain extent restricts the safe and efficient mining of thin coal seam working faces. Therefore, improving the excavation speed on the basis of ensuring rapid and effective control of the surrounding rock of the excavation working face and achieving safe and efficient excavation of thin coal seam tunnels has become one of the key issues that must be solved first in thin coal seam mining in underground coal mines. Summary of the invention

[0003] The purpose of the present invention is to provide a method for fast and effective zoned parallel anchoring of a thin coal seam working face mining tunnel, shorten the anchoring operation time, increase the parallel operation time of excavation and anchoring, thereby shortening the overall cycle operation time and further improving the overall excavation speed.

[0004] The present invention provides the following technical solutions: a method for rapid excavation of a thin coal seam working face mining roadway with zoned parallel anchoring, which spatially divides the anchoring operation process into a local anchoring system and a reinforcement anchoring system implemented at different positions from the roadway excavation working face;

[0005] The local anchoring system refers to the installation of initial anchors at a position 3 to 4 anchor row spacings behind the excavation working face during the cutting process to form a local anchoring structure;

[0006] The reinforcement anchoring system refers to the installation of reinforcement anchors and anchor cables on the basis of the local anchoring system after the anchor drilling vehicle enters the operating position behind the tunneling equipment to form an overall anchoring structure;

[0007] In terms of time, the local anchoring system and the reinforcement anchoring system operate synchronously.

[0008] Furthermore, the local anchoring system includes installing a row of initial top anchor rods at the intersection of the excavation working face and the tunnel roof, and installing a row of initial side anchor rods at the intersection of the excavation working face and the sides of the tunnel; the initial top anchor rods in the middle of the row are perpendicular to the tunnel roof, and the initial top anchor rods at both ends of the row are inclined outward relative to the vertical direction; the initial side anchor rods are located in the upper and middle area of ​​the tunnel side, the initial side anchor rods of the uppermost side are inclined upward relative to the horizontal direction, and the remaining initial side anchor rods are perpendicular to the tunnel side.

[0009] Furthermore, when installing the initial anchor rods in the local anchoring system, the initial top anchor rods at both ends of the row, the initial top anchor rods in the middle with one anchor rod in between, and the initial side anchor rods at the top of the sides of the tunnel are constructed simultaneously first; the remaining initial top anchor rods and the initial side anchor rods below the top of the sides of the tunnel are constructed simultaneously, and the remaining initial side anchor rods on both sides of the tunnel are constructed one by one from top to bottom.

[0010] Furthermore, the row spacing of the initial top anchor and the initial auxiliary anchor in the local anchoring system is 1000 mm.

[0011] Furthermore, the reinforcement anchoring system includes installing a row of anchor cables at the intersection of the excavation working face and the tunnel roof, and installing a reinforcement anchor rod on each side of the tunnel; the anchor cables are perpendicular to the tunnel roof; and the reinforcement anchor rods are inclined downward relative to the horizontal direction.

[0012] Furthermore, in the reinforcement anchoring system, the reinforcement anchor rods on both sides of the tunnel are arranged in front of and behind the anchor cables.

[0013] Furthermore, the preload torque of the initial top anchor and the initial auxiliary anchor in the local anchoring system is not less than 300 N·m.

[0014] Furthermore, the initial anchoring force of a single anchor cable in the reinforced anchoring system is not less than 260 kN, and the initial pre-tightening torque of the reinforced anchor rod is not less than 300 N·m.

[0015] Furthermore, before the current tunnel is excavated, the key parameters of the adjacent mining tunnel excavation working face under similar geological conditions in the past are obtained, including empty top distance, empty top time, cutting method, support method, excavation process, tunnel section, surrounding rock stability and surrounding rock ground stress; considering the above key parameters, combined with the purpose of the current tunnel, environmental impact, tunnel surrounding rock strength, surrounding rock in situ ground stress, tunnel excavation area geological structure and rock formation structure, and anchoring performance of anchor bodies, a system analysis model of the current tunnel is established, the destruction and deformation laws of the surrounding rock of the excavation working face are systematically analyzed, the surrounding rock destruction mechanism of the working face under the influence of excavation disturbance is revealed, and the parallel anchoring parameters of the current tunnel excavation zone are comprehensively determined.

[0016] Compared with the prior art, the advantages of the present invention are:

[0017] The present invention provides a method for rapid excavation of a thin coal seam working face mining tunnel with zoned parallel anchoring, which adjusts the anchoring sequence of the excavation working face and adjusts the anchor rod / cable anchoring operation process that is the longest time-consuming and most labor-intensive in the excavation process to zoned parallel anchoring, thereby effectively shortening the anchoring operation time, increasing the parallel operation time for excavation and anchoring, thereby shortening the overall cycle operation time, improving the overall excavation efficiency, and solving the difficult problem of efficient anchoring technology faced by rapid excavation of semi-coal rock tunnels in thin coal seam working faces, thereby improving the overall excavation efficiency on the basis of ensuring the stability of the surrounding rock of the excavation working face, and having good technical and economic benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Figure 1 It is a schematic diagram of the spatial division and zone anchoring of the excavation working face;

[0019] Figure 2 It is a schematic diagram of local anchoring;

[0020] Figure 3 This is a schematic diagram of reinforcement anchoring;

[0021] Figure 4 This is a schematic diagram of the overall anchoring.

[0022] In the figure: 1-coal wall of the excavation working face; 2-local anchoring system; 3-reinforcement anchoring system; 4-empty top area; 5-local anchoring area; 6-integral anchoring area; 7-concrete bottom plate;

[0023] 2.1-initial top anchor rod one; 2.2-initial top anchor rod two; 2.3-initial top anchor rod three; 2.4-initial top anchor rod four; 2.5-initial top anchor rod five; 2.6-initial top anchor rod six;

[0024] 2.7-initial anchor rod one; 2.8-initial anchor rod two; 2.9-initial anchor rod three; 2.10-initial anchor rod four; 2.11-initial anchor rod five; 2.12-initial anchor rod six;

[0025] 3.1-anchor cable; 3.2-reinforcement anchor rod one; 3.3-reinforcement anchor rod two. DETAILED DESCRIPTION

[0026] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0027] like Figure 1As shown: A method for rapid excavation of thin coal seam mining tunnels with zoned parallel anchoring. In terms of space, the anchoring operation process is divided into a local anchoring system and a reinforcement anchoring system implemented at different positions away from the tunnel excavation working face.

[0028] The layout of the thin coal seam excavation working face is along the top and bottom of the slope. The excavation working face adopts an all-in-one excavation and anchoring machine equipped with an automatic anchor drilling rig, an anchor drilling vehicle and a continuous transportation system.

[0029] Before cutting, the machine is moved, the net is laid, and temporary support is carried out on board. After completing the auxiliary operations, the drilling and anchoring machine quickly cuts. The local anchoring system refers to the installation of initial anchors at a position 3 to 4 anchor rows behind the excavation working face during the cutting process to form a local anchoring structure. The function of the local anchoring system is to install steel belts and nets to timely prestress the surrounding rock that is susceptible to local disturbances caused by excavation, so as to ensure the overall stability of the surrounding rock in the area near the working face under the influence of excavation disturbances, and prevent large-scale damage and deformation. Local anchoring is only a short-term transitional anchoring system, which only plays a short-term maintenance role for the local surrounding rock. The local anchoring system is completed by the anchor drilling rig on the drilling and anchoring machine. After local anchoring, the surrounding rock is allowed to deform to a certain extent under the influence of excavation disturbances.

[0030] After the local anchoring is completed, the timely and active anchoring effect of the local anchoring system can be fully utilized, the shallow rock strata around the tunnel can be effectively controlled, the stability of the surrounding rock structure and the bearing capacity of the surrounding rock itself can be greatly improved, and the overall stable state can be maintained under the influence of excavation disturbance, laying a good construction foundation for the reinforcement anchoring behind the working face.

[0031] As the excavation working face advances forward, the surrounding rock after local anchoring gradually tends to a relatively stable state as the distance from the excavation working face increases. The reinforced anchoring system refers to the installation of reinforced anchor rods and anchor cables on the basis of the local anchoring system after the anchor drilling vehicle enters the operating position behind the excavation equipment to form an overall anchoring structure, further enhancing the overall stability of the surrounding rock.

[0032] After reinforcement and anchoring, the anchor rods and anchor cables form an overall anchoring system, the surrounding rock in the deep area around the tunnel is effectively controlled, the surrounding rock stability is further enhanced, and the tunnel surrounding rock is effectively controlled, providing a good working space for the subsequent safe and efficient mining of the thin coal seam mining face.

[0033] In terms of time, the local anchoring system and the reinforcement anchoring system operate synchronously; the cutting and reinforcement anchoring systems operate synchronously. The parallel operation time is greatly increased, and the excavation efficiency is improved on the basis of ensuring effective maintenance of the surrounding rock. During the excavation process, cutting and anchoring, and anchoring and anchoring are parallel, which effectively shortens the overall cycle operation time, thereby improving the overall excavation efficiency on the basis of ensuring effective control of the surrounding rock.

[0034] The local anchoring system includes installing a row of initial top anchor rods at the intersection of the excavation working face and the tunnel roof, and installing a row of initial side anchor rods at the intersection of the excavation working face and the sides of the tunnel; the initial top anchor rods in the middle of the row are perpendicular to the tunnel roof, and the initial top anchor rods at both ends of the row are inclined outward relative to the vertical direction; the initial side anchor rods are located in the upper middle area of ​​the tunnel side, the initial side anchor rods on the upper side are inclined upward relative to the horizontal direction, and the remaining initial side anchor rods are perpendicular to the tunnel side.

[0035] When installing the initial anchor rods in the local anchoring system, the initial top anchor rods at both ends of the row, the initial top anchor rods in the middle with one anchor rod between them, and the initial side anchor rods at the top of the sides of the tunnel are constructed simultaneously first; the remaining initial top anchor rods and the initial side anchor rods below the top of the sides of the tunnel are constructed simultaneously, and the remaining initial side anchor rods on both sides of the tunnel are constructed one by one from top to bottom.

[0036] The spacing between the initial top anchor and the initial auxiliary anchor in the local anchoring system is 1000mm. During the local anchoring process, the anchor should have sufficient preload force, and the initial preload torque of the initial anchor in the local anchoring system should not be less than 300N·m. During the construction of the local anchoring system, the anchor should be in close contact with steel belts, nets and other components, and ensure that the steel belts, nets and other components are in close contact with the roadway surface.

[0037] The reinforcement anchoring system includes installing a row of anchor cables at the intersection of the excavation working face and the tunnel roof, and installing a reinforcement anchor rod on each side of the tunnel; the anchor cables are perpendicular to the tunnel roof; and the reinforcement anchor rods are inclined downward relative to the horizontal direction.

[0038] In the reinforcement anchoring system, the reinforcement anchor rods on both sides of the tunnel are arranged in front and behind the anchor cables.

[0039] High-strength, high-flexibility anchor rods and cables are used for reinforcement anchoring. During the reinforcement anchoring process, the anchor cables should be guaranteed to have sufficient initial anchoring force, and the initial anchoring force of a single anchor cable in the reinforcement anchoring system should not be less than 260kN. During the reinforcement anchoring process, the anchor rods should be guaranteed to have sufficient pre-tightening force, and the initial pre-tightening torque of the reinforcement anchor rods should not be less than 300N·m.

[0040] After the excavation of this working face is completed, the excavation equipment will be withdrawn, the bottom plate will be cleaned, and concrete will be laid; the concrete thickness will not be less than 200mm and the strength grade will not be less than C3.

[0041] Before the current tunnel is excavated, the key parameters of the adjacent mining tunnel excavation working face under similar geological conditions in the past are obtained, including empty top distance, empty top time, cutting method, support method, excavation process, tunnel section, surrounding rock stability and surrounding rock ground stress; considering the above key parameters, combined with the purpose of the current tunnel, environmental impact, tunnel surrounding rock strength, surrounding rock in situ ground stress, tunnel excavation area geological structure and rock formation structure, anchoring performance of anchor body, a system analysis model of the current tunnel is established, the destruction and deformation law of the surrounding rock of the excavation working face is systematically analyzed, the surrounding rock destruction mechanism of the working face under the influence of excavation disturbance is revealed, and the parallel anchoring parameters of the current tunnel excavation division are comprehensively determined.

[0042] Taking the 4303 working face of a certain mine as an example, the 4303 working face of a certain mine mine mines the No. 3 coal seam located in the Shanxi group, with an average thickness of 1.18m; the basic roof of the coal seam is medium-fine sandstone, with an average thickness of 5.35m; the direct roof is mudstone and sandy mudstone, with an average thickness of 2.16m; the coal seam is directly mudstone, with an average thickness of 2.65m, and the basic bottom is fine sandstone, with an average thickness of 5.36m. Among them, the 4303 working face transportation drift is designed as a rectangular section, the tunnel excavation is 5.40m, the excavation height is 3.20m, the north side of the tunnel is the 3205 working face to be mined, and the south side is the 3205 auxiliary transportation drift. The tunnel is excavated along the roof of the 2# coal seam, which is a typical semi-coal rock tunnel.

[0043] According to the production arrangement of the thin coal seam working face, the tunnel excavation system is arranged at the planned position to form an excavation working face; the excavation method of the tunnel excavation working face is to break along the top and bottom; the excavation working face adopts an anchor drilling machine equipped with an automatic anchor drilling rig, an anchor drilling vehicle and a continuous transportation system.

[0044] Before cutting, the machine is moved, the net is laid, and temporary airborne support is carried out; after completing the auxiliary operations, the drilling and anchoring machine quickly cuts and forms a lane in one go. During the cutting process, local anchoring anchors are quickly installed at the positions of three anchor rows behind the working face using an airborne anchor drilling rig to form a local anchoring system.

[0045] In the early stage of tunnel construction, temporary airborne support is set up at a position 2m behind the excavation working face, and local anchoring is applied at a position 3m behind the excavation working face.

[0046] like Figure 2As shown in the figure: Local anchoring parameters: 6 initial top anchors are arranged on the tunnel roof. The initial top anchors are Φ22×3100mm left-handed threaded steel anchors without longitudinal reinforcement. The anchor spacing is 900mm. The angle between the outermost initial top anchors (initial top anchor 1 2.1 and initial top anchor 6 2.6) and the vertical direction is 15°. The remaining anchors (initial top anchor 2 2.2, initial top anchor 3 2.3, initial top anchor 4 2.4, initial top anchor 5 2.5) are perpendicular to the tunnel roof. The outermost initial top anchors (initial top anchor 1 2.1 and initial top anchor 6 2.6) are perpendicular to the tunnel roof. 6) The distance from the edge of the roof is 450mm; 3 initial help anchors are arranged in the middle and upper area of ​​the walls on both sides of the tunnel. The initial help anchors are Φ22×2400mm left-handed non-longitudinal reinforcement threaded steel anchors with a spacing of 900mm. The uppermost initial help anchors (initial help anchor 1 2.7, initial help anchor 2 2.8) are at an angle of 15° to the horizontal direction, and the uppermost initial help anchors (initial help anchor 1 2.7, initial help anchor 2 2.8) are 150mm away from the edge of the upper wall; the spacing between the initial top anchor and the initial help anchor is 1000mm.

[0047] The local anchoring is completed by the airborne anchor drilling rig in three steps. First, the initial top anchor rod 1 2.1, initial top anchor rod 3 2.3, initial top anchor rod 5 2.5, initial top anchor rod 6 2.6, initial side anchor rod 1 2.7, and initial side anchor rod 2 2.8 are applied simultaneously; that is, the initial top anchor rods at both ends of the row, the initial top anchor rods in the middle are separated by one, and the initial side anchor rods of the uppermost side of the side of the roadway are constructed at the same time. Then, the initial top anchor rod 2 2.2, initial top anchor rod 4 2.4, initial side anchor rod 3 2.9, and initial side anchor rod 4 2.10 are applied simultaneously, that is, the remaining initial top anchor rods and the initial side anchor rods below the uppermost side of the side of the roadway are constructed simultaneously. After that, the initial side anchor rod 5 2.11 and the initial side anchor rod 6 2.12 are applied simultaneously. That is, the remaining initial side anchor rods of the side of the roadway are constructed one by one from top to bottom.

[0048] Local anchoring is only a short-term transitional anchoring system, which only plays a short-term maintenance role on the local surrounding rock. However, the local anchoring system is close to the working face and is significantly affected by the excavation disturbance. Local anchoring plays an extremely important role in the stability control of the surrounding rock.

[0049] During the local anchoring process, sufficient preload force should be applied to the anchor rods, and the preload torque of the initial top anchor rod and the initial auxiliary anchor rod should not be less than 300N·m; during the initial local anchoring process, the anchor rods should be in close contact with steel belts, nets and other components, and ensure that the steel belts, nets and other components are in close contact with the tunnel surface.

[0050] After local anchoring, the surrounding rock is allowed to deform to a certain extent under the influence of tunneling disturbance. After the local anchoring is completed, the timely and active anchoring effect of the local anchoring system can be fully utilized to effectively control the shallow rock layer around the tunnel, greatly improve the stability of the surrounding rock structure and the bearing capacity of the surrounding rock itself, and maintain an overall stable state under the influence of tunneling disturbance, laying a good foundation for the construction work of reinforcing anchoring behind the working face.

[0051] As the excavation working face advances forward, the distance between the surrounding rock and the excavation working face gradually increases after local anchoring, the surrounding rock stress in the local anchoring area is released to a certain extent, and at the same time a certain deformation occurs. After the anchor drilling vehicle enters the working position behind the excavation equipment, the surrounding rock after local anchoring is basically in a relatively stable state. The anchor drilling vehicle is assisted by manual work to quickly install all the remaining anchors and anchor cables to complete the reinforcement anchoring. After the reinforcement anchoring, an overall anchoring system is formed, the stress state of the surrounding rock is further improved, and the overall stability of the surrounding rock is further enhanced.

[0052] like Figure 3 As shown: Reinforcement anchoring parameters: 3 Φ22×7300mm anchor cables are arranged on the tunnel roof, anchor cable 3.1 is made of high-strength steel stranded wire, with a spacing of 1800mm and a row spacing of 2000mm; 1 reinforcement anchor rod is arranged on each side of the tunnel, reinforcement anchor rod 3.2 and reinforcement anchor rod 3.3 adopt Φ22×2400mm left-handed non-longitudinal reinforcement threaded steel anchor rod, reinforcement anchor rod 3.2 and reinforcement anchor rod 3.3 form an angle of 15° with the horizontal direction, and the distance between reinforcement anchor rod 3.2 and reinforcement anchor rod 3.3 and the edge of the lower wall is 350mm.

[0053] The roof anchor cable is applied at the position of 15.5m behind the working face, and the side reinforcement anchor rods are applied at the positions of 15m and 16m behind the working face. That is, the reinforcement anchor rods of the sides of the tunnel in the reinforcement anchoring system are one in front of the other behind the anchor cable.

[0054] The anchoring time of the anchor cable is more than 2 times of the anchoring operation time of the reinforcement anchor rod. The reinforcement anchor rod is completed by the anchor drilling vehicle at one time, that is, while applying 3 top plate anchor cables 3.1, the reinforcement anchor rod 1 3.2 and the reinforcement anchor rod 2 3.3 are applied in sequence at the positions of 15m and 16m behind the excavation working face.

[0055] High-strength, high-elasticity anchor rods and cables are used for reinforcement anchoring. During the reinforcement anchoring process, it should be ensured that the reinforcement anchor rods have sufficient pre-tightening force, and the initial pre-tightening torque of the reinforcement anchor rods should not be less than 300N·m. During the reinforcement anchoring process of the anchor cable, it should be ensured that the anchor cable has sufficient initial anchoring force, and the initial anchoring force of a single anchor cable should not be less than 260kN.

[0056] After reinforcement and anchoring, the reinforced anchor rods and anchor cables form an overall anchoring system, the surrounding rock in the deep area around the tunnel is effectively controlled, the surrounding rock stability is further enhanced, and the tunnel surrounding rock is effectively controlled, providing a good working space for the subsequent safe and efficient mining of the thin coal seam mining face.

[0057] After the excavation of this working face is completed, the excavation equipment will be withdrawn, the bottom plate will be cleaned, and concrete will be laid. The concrete strength grade shall not be less than C30 and the concrete thickness shall not be less than 200mm.

[0058] The above description of the disclosed embodiments enables those skilled in the art to implement or use the present invention. Various modifications to these embodiments will be apparent to those 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 rapid excavation of a thin coal seam working face mining tunnel with parallel anchoring, characterized in that: In terms of space, the anchoring operation process is divided into a local anchoring system and a reinforcement anchoring system implemented at different positions from the tunnel excavation working face; The local anchoring system refers to the installation of initial anchors at a position 3 to 4 anchor row spacings behind the excavation working face during the cutting process to form a local anchoring structure; The reinforcement anchoring system refers to the installation of reinforcement anchors and anchor cables on the basis of the local anchoring system after the anchor drilling vehicle enters the operating position behind the tunneling equipment to form an overall anchoring structure; In terms of time, the local anchoring system and the reinforcement anchoring system operate synchronously.

2. According to claim 1, a method for rapid excavation of a thin coal seam working face mining tunnel with zoned parallel anchoring is characterized by: The local anchoring system includes installing a row of initial top anchor rods at the intersection of the excavation working face and the tunnel roof, and installing a row of initial side anchor rods at the intersection of the excavation working face and the sides of the tunnel; the initial top anchor rods in the middle of the row are perpendicular to the tunnel roof, and the initial top anchor rods at both ends of the row are inclined outward relative to the vertical direction; the initial side anchor rods are located in the upper middle area of ​​the tunnel side, the initial side anchor rods on the upper side are inclined upward relative to the horizontal direction, and the remaining initial side anchor rods are perpendicular to the tunnel side.

3. The method for rapid excavation and parallel anchoring of thin coal seam working face mining tunnel according to claim 2 is characterized by: When installing the initial anchor rods in the local anchoring system, the initial top anchor rods at both ends of the row, the initial top anchor rods in the middle with one anchor rod between them, and the initial side anchor rods at the top of the sides of the tunnel are constructed simultaneously first; the remaining initial top anchor rods and the initial side anchor rods below the top of the sides of the tunnel are constructed simultaneously, and the remaining initial side anchor rods on both sides of the tunnel are constructed one by one from top to bottom.

4. The method for rapid excavation and parallel anchoring of thin coal seam working face mining tunnel according to claim 3 is characterized by: The spacing between the initial top anchor and the initial auxiliary anchor in the local anchoring system is 1000mm.

5. The method for rapid excavation and parallel anchoring of a thin coal seam working face mining tunnel according to claim 3 is characterized by: The reinforcement anchoring system includes installing a row of anchor cables at the intersection of the excavation working face and the tunnel roof, and installing a reinforcement anchor rod on each side of the tunnel; the anchor cables are perpendicular to the tunnel roof; and the reinforcement anchor rods are inclined downward relative to the horizontal direction.

6. A method for rapid excavation and parallel anchoring of thin coal seam working face mining tunnels according to claim 5, characterized in that: In the reinforcement anchoring system, the reinforcement anchor rods on both sides of the tunnel are arranged in front and behind the anchor cables.

7. The method for rapid excavation and parallel anchoring of a thin coal seam working face mining tunnel according to claim 3 is characterized by: The preload torque of the initial top anchor and initial auxiliary anchor in the local anchoring system shall not be less than 300 N·m.

8. The method for rapid excavation and parallel anchoring of thin coal seam working face mining tunnel according to claim 5, characterized in that: The initial anchoring force of a single anchor cable in the reinforced anchoring system shall not be less than 260kN, and the initial pre-tightening torque of the reinforced anchor rod shall not be less than 300N·m.

9. The method for rapid excavation and parallel anchoring of thin coal seam working face mining tunnel according to claim 1, characterized in that: Before the current tunnel is excavated, the key parameters of the adjacent mining tunnel excavation working face under similar geological conditions in the past are obtained, including empty top distance, empty top time, cutting method, support method, excavation process, tunnel section, surrounding rock stability and surrounding rock ground stress; considering the above key parameters, combined with the purpose of the current tunnel, environmental impact, tunnel surrounding rock strength, surrounding rock in situ ground stress, tunnel excavation area geological structure and rock formation structure, anchoring performance of anchor body, a system analysis model of the current tunnel is established, the destruction and deformation law of the surrounding rock of the excavation working face is systematically analyzed, the surrounding rock destruction mechanism of the working face under the influence of excavation disturbance is revealed, and the parallel anchoring parameters of the current tunnel excavation division are comprehensively determined.

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