Rapid tunneling and supporting method for mining roadway of working face of thin coal seam

Abstract

The invention belongs to the technical field of coal mine roadway supporting, and particularly relates to a thin seam working face mining roadway rapid tunneling and supporting method which comprises the steps that a mining roadway is divided into an empty roof area, a transition area and an overall anchoring area according to the distance from the working face from near to far; the anchoring operation procedure is divided into local anchoring and reinforcing anchoring in the working face tunneling process, and local anchoring and reinforcing anchoring are simultaneously implemented in different areas; carrying out local anchoring on an empty roof area after the working face is tunneled; along with advancing of the working face, a temporary supporting system is constructed after the empty roof area is converted into a transition area, and temporary supporting is assisted by local anchoring; when the transition area is converted into an integral anchoring area, the temporary supporting system is pushed to the driving working face, and reinforcing anchoring is conducted in the integral anchoring area; in the tunneling process, the anchoring operation time can be effectively shortened, the tunneling and anchoring parallel operation time is prolonged, and therefore the total circulation operation time is shortened, and the total tunneling efficiency is improved on the basis that effective control over surrounding rock is guaranteed.

Description

Technical Field

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

[0002] Tunneling is a key production system in my country's underground coal mining sector. To ensure safe and efficient recovery from fully mechanized coal mining faces, my country requires a large number of tunnels annually, with coal and semi-coal rock tunnels accounting for over 80% of this total. Coal tunnel conditions in my country are complex and variable. Currently, only a small number of tunnels have stable surrounding rock, requiring large open-top distances and long open-top times during tunneling. This technology, combined with integrated excavation and anchoring, allows for rapid continuous mining with separate excavation and anchoring, and delayed anchoring, enabling rapid tunneling. This technology can achieve speeds exceeding 1,000 meters per month, with some tunnels exceeding 3,000 meters. Aside from these few tunnels with stable surrounding rock, the vast majority of tunnels have poor surrounding rock stability, requiring small open-top distances and short open-top times during tunneling. Consequently, tunneling speeds typically range from 200 to 500 meters per month, with some fully mechanized mining faces experiencing average speeds of less than 200 meters per month. This results in slow overall tunneling speeds and frequent tensions in mining and excavation continuity. As mining operations continue, my country's coal reserves are decreasing year by year, especially in the medium-thick and thick coal seams that are conducive to efficient mining. As a result, more and more mines are facing the problem of mining thin coal seams. Consequently, more and more thin coal seam recovery tunnels will need to be excavated in the future. Thin coal seam recovery tunnels are typically semi-coal and rock tunnels. Unlike full-coal tunnels, the physical and mechanical properties of the coal and rock strata differ during excavation, which increases the difficulty of excavation to a certain extent. Therefore, for the excavation working face of thin coal seam recovery tunnels, increasing the excavation speed while ensuring the reasonable and effective maintenance of the surrounding rock has become one of the key issues that need to be addressed urgently in underground coal mines. Summary of the invention

[0003] The purpose of the present invention is to provide a fast and effective support method for the excavation working face of a thin coal seam mining tunnel, thereby increasing the parallel operation time and shortening the cycle operation time, thereby achieving rapid excavation.

[0004] The present invention provides the following technical solutions: a method for rapid excavation and support of a mining tunnel in a thin coal seam working face, wherein the mining tunnel is divided into an empty roof area, a transition area and an overall anchoring area according to the distance from the working face from near to far; during the excavation of the working face, the anchoring operation process is divided into local anchoring and reinforcement anchoring, and the local anchoring and reinforcement anchoring are implemented simultaneously in different areas; the empty roof area after the working face is excavated is locally anchored; as the working face advances, a temporary support system is applied after the empty roof area is converted into a transition area, and the local anchoring is supplemented by temporary support; when the transition area is converted into an overall anchoring area, the temporary support system is moved toward the excavation working face, and reinforcement anchoring is applied in the overall anchoring area.

[0005] Furthermore, when driving the working face, the tunneling equipment adopts a segmented cutting method. After each cutting step distance is completed, the cutting stops, and then a set of local anchoring is applied at a position 0.5 cutting step distances behind the working face. After the working face has advanced a cumulative of 4 cutting step distances, a temporary support system is applied at a position 3 cutting step distances behind the working face. The temporary support system includes temporary support devices arranged at intervals of one cutting step distance. After the working face has advanced a cumulative of 14 cutting step distances, a reinforcing bolt and a reinforcing cable bolt are respectively applied at positions 12.5 and 13 cutting step distances behind the working face. In the direction away from the working face, the reinforcing bolts and the reinforcing cable bolts continue to be arranged at intervals. The temporary support device at the position 12 cutting step distances behind the working face is removed, and the temporary support device is moved from the back to the front to a position 3 cutting step distances behind the working face and then the temporary support is applied.

[0006] Furthermore, the temporary support device is a single-span gantry-type temporary support bracket. The crossbeam of the temporary support device is parallel to the intersection line of the roadway driving face and the roof. The strength of the temporary support device is 60 kPa. The local anchoring includes local bolts and local cable bolts. The temporary support devices are arranged at intervals between two adjacent rows of local bolts in the transition area and at positions where there are no local cable bolts.

[0007] Furthermore, the roadway roof in the empty roof area is anchored with local bolts. The spacing of the local bolts is 1600 mm, the row spacing is 1000 mm. The included angle between the local bolts at the edge of the roof rib and the vertical direction is 10°. The local bolts in the middle area of the roof are perpendicular to the roof. The roadway rib is anchored with local bolts. Two upper local bolts are arranged in each row. The spacing of the local bolts is 800 mm, and the row spacing is 1000 mm. The length of one cutting step distance is 1000 mm.

[0008] Furthermore, the roadway roof in the overall anchoring area is anchored with reinforcing bolts and reinforcing cable bolts. Three reinforcing bolts are arranged in each row. The reinforcing bolts are located in the middle of two adjacent local bolts. The row spacing of the reinforcing bolts is 1000 mm, and the reinforcing bolts are arranged perpendicular to the roof. The spacing of the reinforcing cable bolts is 2000 mm, and the row spacing is 2000 mm, and they are arranged perpendicular to the roof. The roadway rib is anchored with reinforcing bolts. One reinforcing bolt is arranged below the local bolts in each row. The reinforcing bolt is 800 mm away from the local bolt. The row spacing of the reinforcing bolts is 1000 mm. The length of one cutting step distance is 1000 mm.

[0009] Furthermore, each row of local anchoring is completed in 2 times. First, local bolt I, local bolt II, local bolt III, and local bolt IV are constructed simultaneously, and then local bolt I', local bolt II', local bolt III', and local bolt IV' are constructed simultaneously.

[0010] Furthermore, the reinforcing anchoring construction is divided into reinforcing bolt construction and reinforcing bolt + reinforcing cable bolt construction;

[0011] When the reinforcing bolts are anchored, the adjacent two rows of reinforcing bolts are constructed in sequence in two times, and the reinforcing bolts Ⅴ, Ⅵ, Ⅶ, Ⅷ, and Ⅸ are constructed simultaneously each time.

[0012] When the reinforcing bolts + reinforcing cables are anchored, the reinforcing cables Ⅹ and Ⅺ and the reinforcing bolt Ⅵ are constructed simultaneously at the top, and the reinforcing bolts Ⅷ and Ⅸ are constructed simultaneously at the side. The construction time of the top reinforcing bolts is short. After the construction of the reinforcing bolt Ⅵ is completed, the top reinforcing bolts Ⅴ and Ⅶ are then constructed in sequence.

[0013] Furthermore, during the support frame moving process, the temporary support device is quickly transported by the tunneling machine-mounted carrier device. The carrier device moves to the lower part of the crossbeam of the temporary support device to be withdrawn at the rearmost part of the transition area, clamps and fixes the crossbeam of the temporary support device. The temporary support device contracts the support columns so that the column bases are disengaged from the roadway floor. After the support columns are fully contracted, the height of the crossbeam of the temporary support device is reduced and the crossbeam is contracted. The carrier device moves the temporary support device to the support position near the working face. The temporary support device extends the crossbeam, and then the support columns extend so that the column bases contact the roadway floor and are pressurized to the initial support strength, completing one cycle of support frame movement. Thereafter, as the working face advances, the temporary support device moves in an alternating cycle from the rear to the front, realizing rapid and non-repeated temporary support for the surrounding rock in the transition area.

[0014] Compared with the prior art, the advantages of the present invention are as follows:

[0015] A rapid tunneling support method for the goaf roadway in a thin coal seam working face provided by the present invention divides the goaf roadway into an empty roof area, a partial anchorage area, and an overall anchorage area from near to far from the tunneling working face. The anchoring operation process, which takes the longest time and requires the most labor in the tunneling working face, is optimized into sub-support. A collaborative support method of partial anchorage + non-repeated temporary support is adopted near the tunneling working face, forming a collaborative support system mainly based on the partial anchorage system and supplemented by the temporary support system. The timely and active anchoring effect of the partial anchorage system on the surrounding rock and the rapid strengthening support effect of the temporary support system on the surrounding rock are fully utilized. The partial anchorage can be completed in a relatively short time near the working face. The temporary support adopts a support frame moving method from the rear to the front and in an alternating cycle, and is quickly moved by the on-board carrier platform. During the support frame moving process, the repeated bearing damage of the support device to the surrounding rock is effectively avoided. The partial anchorage and the non-repeated temporary support realize the rapid and effective control of the surrounding rock near the working face, save the support time, improve the support efficiency, ensure the overall stability of the surrounding rock, and lay a foundation for the rapid reinforcement and anchorage behind the working face.

[0016] Improve the tunneling efficiency on the basis of effectively controlling the surrounding rock. During the tunneling process, part of the anchoring operation is shifted to the rear of the tunneling face and quickly completed by the bolt loader or bolt drilling rig. It can realize the synchronous parallel operation of the processes of "cutting + local anchoring + temporary support" near the working face and the rapid reinforcement anchoring behind the working face, effectively shortening the overall cycle operation time, and thus improving the overall tunneling efficiency on the basis of effectively controlling the surrounding rock. Description of the Drawings

[0017] Figure 1 It is a schematic diagram of the spatial zoning and staged support of the tunneling face in a thin coal seam roadway;

[0018] Figure 2 It is a schematic diagram of the local anchoring + temporary support device;

[0019] Figure 3 It is a schematic diagram of the reinforcement anchoring;

[0020] Figure 4 It is a schematic diagram of the moving of the temporary support device.

[0021] In the figure: 1 - local anchoring; 2 - temporary support device; 3 - reinforcement anchoring; 4 - working face; 5 - local bolt; 6 - reinforcement bolt; 7 - reinforcement cable; a - roof-free area; b - transition area; c - overall anchoring area; y - moving direction of the support. Detailed Implementation Modes

[0022] In order to more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the drawings required for the description of the embodiments or the prior art. Obviously, the following drawings are only some embodiments of the present invention, and those of ordinary skill in the art can obtain other drawings based on these drawings without creative efforts.

[0023] As Figure 1 shown: A rapid tunneling support method for the mining roadway of a thin coal seam working face divides the mining roadway into a roof-free area, a transition area, and an overall anchoring area from near to far from the working face; during the tunneling process of the working face, the anchoring operation process is divided into local anchoring 1 and reinforcement anchoring 3, and local anchoring 1 and reinforcement anchoring 3 are implemented simultaneously in different areas; local anchoring 1 is carried out in the roof-free area after the working face is tunneled; as the working face advances, a temporary support system is installed when the roof-free area is transformed into the transition area, and local anchoring 1 is supplemented with temporary support; when the transition area is transformed into the overall anchoring area, the temporary support system is pushed towards the tunneling face, and reinforcement anchoring is carried out in the overall anchoring area.

[0024] The empty roof area refers to the area near the tunneling face at the initial stage of roadway formation that has not been anchored or various temporary supports have been installed. The surrounding rock in this area is in a free face state. Under the influence of tunneling disturbance, the vertical stress of the shallow rock layers in the roof and floor of the roadway and the horizontal stress of the shallow rock layers in the rib rapidly decrease, and the magnitude and distribution pattern of the stress in the shallow surrounding rock of the roadway change rapidly. When the empty roof distance and empty roof time are reasonably controlled, the stress of the surrounding rock in the rear of the empty roof area has not deteriorated, the rate of surrounding rock failure and deformation is relatively small and no serious failure and deformation have occurred, and the surrounding rock structure can maintain overall stability.

[0025] The transition area refers to the area within a certain range behind the empty roof area. The surrounding rock in this area has been partially anchored and temporarily supported. Under the combined action of partial anchoring and temporary support, the rate of stress reduction in the shallow surrounding rock of the roadway can be effectively reduced, and the shallow rock layers of the roadway can still maintain a triaxial stress state. Under the influence of tunneling disturbance, the surrounding rock has not undergone large-scale failure and deformation and can maintain an overall stable state, laying a good construction foundation for subsequent reinforcement anchoring.

[0026] The overall anchoring area refers to the area behind the transition area. The surrounding rock in this area has been reinforced and anchored to form an overall anchoring system. The bearing capacity of the surrounding rock within the overall anchoring range is effectively improved, the stress state can be greatly improved, the surrounding rock structure can be further strengthened, and it gradually tends to a stable state.

[0027] The tunneling face in thin coal seams is a semi-rock roadway, and the tunneling method of cutting the floor along the roof is adopted. When tunneling the face, the tunneling equipment adopts a multi-step cutting method. After each cutting step distance is completed, the cutting stops, the equipment is adjusted, the mesh is laid, and after the auxiliary operations are completed, a set of local anchoring is applied at a position 0.5 cutting step distances behind the face; after the face has advanced a cumulative of 4 cutting step distances, a temporary support system is applied at a position 3 cutting step distances behind the face. The temporary support system includes temporary support devices arranged at intervals of one cutting step distance; after the face has advanced a cumulative of 14 cutting step distances, reinforcement bolts and reinforcement cables are applied at positions 12.5 and 13 cutting step distances behind the face respectively. In the direction away from the face, reinforcement bolts and reinforcement cables are continuously arranged at intervals; the temporary support devices at a position 12 cutting step distances behind the face are removed, and the temporary support devices are moved from the rear to a position 3 cutting step distances behind the face and then the temporary support is applied.

[0028] After each cutting step is completed, local anchoring, reinforcement anchoring, and temporary support are applied separately behind the working face to form cyclic cutting and support. During the tunneling process, in the transition zone, the surrounding rock of the roadway is jointly maintained by local anchoring and temporary support, forming a collaborative control system with the local anchoring system as the main and the temporary support system as the auxiliary. The timely and active anchoring effect of the local anchoring system on the surrounding rock and the rapid strengthening support effect of the temporary support system on the surrounding rock are fully utilized to ensure the overall stability of the surrounding rock in the transition zone under the influence of tunneling disturbance, laying a good construction foundation for the rapid reinforcement anchoring at the rear of the transition zone.

[0029] The mesh laying operation is completed by the automatic mesh laying of the tunneling equipment supplemented by manual work or manual work supplemented by the on-board temporary support, or by manual work. The local anchoring can be completed by manual + single-bolt drill rig or on-board bolt drill rig + manual assistance. The reinforcement anchoring is completed by the bolt loader supplemented by manual work or the bolt drill jumbo supplemented by manual work.

[0030] As Figure 2 shown: The temporary support device is a single-span portal temporary support bracket. The crossbeam of the temporary support device is parallel to the intersection line of the roadway tunneling face and the roof. The strength of the temporary support device is 60 kPa. The local anchoring includes local bolts and local cable bolts. The temporary support devices are arranged at intervals between two adjacent rows of local bolts in the transition zone and at positions without local cable bolts.

[0031] As Figure 4 shown: The temporary support device is quickly moved forward from the back in an alternating cycle. When moving the support, the carrying device moves under the crossbeam of the temporary support device to be withdrawn at the rearmost part of the transition zone, clamps and fixes the crossbeam of the temporary support device, retracts the columns of the temporary support device so that the column bases are disengaged from the roadway floor. After the columns are fully retracted, the height of the crossbeam of the temporary support device is lowered and the crossbeam is retracted. The temporary support device changes from state A to state B. The carrying device quickly moves the temporary support device from position I to the position II to be supported near the working face, extends the crossbeam, and then extends the columns so that the column bases contact the roadway floor and are pressurized to the initial support strength. The temporary support device is restored from state B to state A, completing one cycle of support movement. Thereafter, as the tunneling face advances, the temporary support devices are alternately cycled from the back forward to achieve rapid non-repetitive temporary support for the surrounding rock in the transition zone.

[0032] In this embodiment, the No. 2 coal seam mined in the 1203 working face of a certain mine is located in the Shanxi Formation, with an average thickness of 1.29 m. The basic roof of the coal seam is medium sandstone with an average thickness of 8.35 m. The immediate roof is siltstone with an average thickness of 2.25 m. The immediate floor of the coal seam is siltstone with an average thickness of 5.02 m, and the basic floor is fine sandstone with an average thickness of 4.13 m. Among them, the transport crossheading of the 1203 working face is designed with a rectangular section. The tunneling width of the roadway is 5.20 m, and the tunneling height is 4.00 m. The north side of the roadway is the 1205 working face to be mined, and the south side is the 1203 working face. The roadway is tunneled along the roof of the No. 2 coal seam, which is a typical semi-rock roadway.

[0033] Before roadway tunneling, on-site investigations were carried out on adjacent past roadway tunneling faces to obtain key parameters such as the empty roof distance, empty roof time, cutting method, support method, tunneling process, roadway section, surrounding rock stability, and in-situ stress of the surrounding rock. Considering the roadway use, environmental impact, strength of the roadway surrounding rock, in-situ stress of the surrounding rock, geological structure and rock layer structure in the roadway tunneling area, anchoring performance of the anchor body, structural type of the single-span portal temporary support device, and performance of the temporary support structure, an investigation and stability assessment of the surrounding rock conditions of the tunneling roadway were carried out. On this basis, a numerical calculation model was established to systematically analyze and determine the secondary support parameters of the tunneling roadway, and dynamic adjustments were made during the later practice process.

[0034] The roadway roof in the empty roof area is locally anchored with bolts. Φ20×2500 mm left-handed non-ribbed threaded steel bolts are used. The spacing of the local bolts is 1600 mm, and the row spacing is 1000 mm. The local bolts at the edge of the roof rib make an angle of 10° with the vertical direction, and the local bolts in the middle area of the roof are perpendicular to the roof. The roadway rib is locally anchored with bolts. Φ20×2500 mm left-handed non-ribbed threaded steel bolts are used. Two upper local bolts are arranged in each row. The spacing of the local bolts is 800 mm, and the row spacing is 1000 mm. The length of one cutting step is 1000 mm.

[0035] The local bolts on the roadway roof and rib are used in combination with 150×150×10 m iron backing plates and self-aligning spherical washers. Each local bolt uses 2 sections of 22370 type resin anchor agents for end anchoring. The anchoring force is not less than 160 kN, and the pre-tightening force is not less than 60 kN. A wire diamond mesh with a specification of 1200×5200 mm is used and laid longitudinally. The mesh lap is 100 mm, and it is connected with 14# wire. The mesh connection step distance is 200 mm.

[0036] The temporary support device is arranged in the middle of two adjacent rows of local bolts. The row spacing is 1000 mm, and the initial support strength is 60 kPa.

[0037] The roadway roof in the overall anchorage area is anchored with reinforcing bolts and reinforcing cable bolts. Three reinforcing bolts are arranged in each row. The reinforcing bolts are located in the middle of two adjacent local bolts. The reinforcing bolts are Φ20×2500mm left-handed non-longitudinal ribbed steel bolts. The row spacing of the reinforcing bolts is 1000mm, and the reinforcing bolts are arranged perpendicular to the roof. The spacing of the reinforcing cable bolts is 2000mm, and the row spacing is 2000mm, and they are arranged perpendicular to the roof. The reinforcing cable bolts are prestressed steel strands with a specification of φ21.8×7300mm, equipped with a 300×300×16mm butterfly-shaped backing plate. Each reinforcing cable bolt uses 4 sections of 22370-type resin anchoring agents for end anchoring, with an anchoring force of 500kN and a pre-tightening force of 160kN. The roadway sidewalls are anchored with reinforcing bolts. One reinforcing bolt is arranged below the local bolts in each row. The reinforcing bolts are Φ20×2500mm left-handed non-longitudinal ribbed steel bolts. The reinforcing bolts are 800mm away from the local bolts, and the row spacing of the reinforcing bolts is 1000mm. The length of one cutting step is 1000mm.

[0038] The reinforcing bolts on the roadway roof and sidewalls are used in combination with 150×150×10m iron backing plates and self-aligning spherical washers. Each reinforcing bolt uses 2 sections of 22370-type resin anchoring agents for end anchoring, with an anchoring force of not less than 160kN and a pre-tightening force of not less than 60kN.

[0039] As Figure 2 shown: Each row of local anchoring is completed in 2 times by 4 workers using single-anchor rigs. First, local bolts Ⅰ, Ⅱ, Ⅲ, and Ⅳ are constructed simultaneously, and then local bolts Ⅰ’, Ⅱ’, Ⅲ’, and Ⅳ’ are constructed simultaneously.

[0040] As Figure 3 shown: The reinforcing anchoring is completed by the bolt transfer machine assisted by manual work. There are 3 anchor rigs configured on the top of the bolt transfer machine and 1 anchor rig configured on each of the two sidewalls. The row spacing of the reinforcing cable bolts is 2 cutting steps. The reinforcing anchoring construction is divided into reinforcing bolt construction and reinforcing bolt + reinforcing cable bolt construction. Since the roadheader and the bolt transfer machine are matched in a lapped manner, the bolt transfer machine has a certain free operation space, and flexible reinforcing anchoring of adjacent reinforcing bolts and reinforcing cable bolts can be realized.

[0041] When anchoring the reinforcing bolts, the adjacent two rows of reinforcing bolts are constructed sequentially in two times. Reinforcing bolts Ⅴ, Ⅵ, Ⅶ, Ⅷ, and Ⅸ are constructed simultaneously in a single time.

[0042] When anchoring with reinforcing bolts + reinforcing cable bolts, reinforcing cable bolts Ⅹ, Ⅺ and reinforcing bolt Ⅵ are constructed simultaneously at the top, and reinforcing bolts Ⅷ and Ⅸ are constructed simultaneously at the sidewalls. The construction time of the top reinforcing bolts is short. After the construction of reinforcing bolt Ⅵ is completed, top reinforcing bolts Ⅴ and Ⅶ are constructed sequentially.

[0043] The foregoing description of the disclosed embodiments enables those skilled in the art to practice or use the present invention. Various modifications to these embodiments will be readily 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. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A rapid tunneling support method for the mining roadway in a thin coal seam working face, characterized in that: The extraction roadway is divided into a roof - free area, a transition area, and an overall - anchored area from near to far from the working face; during the driving process of the working face, the anchoring operation process is divided into local anchoring and reinforcement anchoring, and local anchoring and reinforcement anchoring are implemented simultaneously in different areas; local anchoring is carried out in the roof - free area after the working face is driven; as the working face advances, when the roof - free area is transformed into the transition area, a temporary support system is installed, and local anchoring is supplemented by the temporary support; when the transition area is transformed into the overall - anchored area, the temporary support system is pushed towards the driving face of the working face, and reinforcement anchoring is carried out in the overall - anchored area.

2. A rapid tunneling support method for the mining roadway in a thin coal seam working face according to claim 1, characterized in that: During the driving of the working face, the driving equipment adopts a segmented cutting method. After each cutting step - distance is completed, cutting stops, and then a set of local anchoring is applied at a position 0.5 cutting step - distances behind the working face; after the working face has advanced a cumulative of 4 cutting step - distances, a temporary support system is applied at a position 3 cutting step - distances behind the working face. The temporary support system includes temporary support devices arranged at intervals of one cutting step - distance; after the working face has advanced a cumulative of 14 cutting step - distances, reinforcement bolts and reinforcement cables are respectively applied at positions 12.5 and 13 cutting step - distances behind the working face. In the direction away from the working face, reinforcement bolts and reinforcement cables continue to be arranged at intervals; the temporary support devices at a position 12 cutting step - distances behind the working face are removed, and the temporary support devices are moved from back to front to a position 3 cutting step - distances behind the working face and then the temporary support is applied.

3. A rapid tunneling support method for the mining roadway in a thin coal seam working face according to claim 2, characterized in that: The temporary support device is a single - span portal - type temporary support bracket. The cross - beam of the temporary support device is parallel to the intersection line of the roadway driving face and the roof. The strength of the temporary support device is 60 kPa; local anchoring includes local bolts and local cables; the temporary support devices are arranged at intervals between two adjacent rows of local bolts in the transition area and at positions where there are no local cables.

4. A rapid tunneling support method for the mining roadway in a thin coal seam working face according to claim 3, characterized in that: The roof of the roadway in the roof - free area is anchored with local bolts. The spacing of the local bolts is 1600 mm, the row spacing is 1000 mm. The local bolts at the edge of the roof rib make an angle of 10° with the vertical direction, and the local bolts in the middle area of the roof are perpendicular to the roof; the roadway rib is anchored with local bolts, with 2 upper local bolts arranged in each row. The spacing of the local bolts is 800 mm, and the row spacing is 1000 mm; the length of one cutting step - distance is 1000 mm.

5. A rapid tunneling support method for the extraction roadway in a thin coal seam working face according to claim 2, characterized in that: The roof of the roadway in the overall - anchored area is anchored with reinforcement bolts and reinforcement cables. 3 reinforcement bolts are arranged in each row. The reinforcement bolts are located in the middle of two adjacent local bolts. The row spacing of the reinforcement bolts is 1000 mm, and the reinforcement bolts are arranged perpendicular to the roof; the spacing of the reinforcement cables is 2000 mm, the row spacing is 2000 mm, and they are arranged perpendicular to the roof; the roadway rib is anchored with reinforcement bolts. 1 reinforcement bolt is arranged below each local bolt in each row. The reinforcement bolt is 800 mm away from the local bolt, and the row spacing of the reinforcement bolts is 1000 mm; the length of one cutting step - distance is 1000 mm.

6. A rapid driving support method for the mining gateway in a thin coal seam working face according to claim 4, characterized in that: Each row of local anchoring is completed in 2 times. First, local bolt Ⅰ, local bolt Ⅱ, local bolt Ⅲ, and local bolt Ⅳ are constructed simultaneously, and then local bolt Ⅰ’, local bolt Ⅱ’, local bolt Ⅲ’, and local bolt Ⅳ’ are constructed simultaneously.

7. A rapid tunneling support method for the mining roadway of a thin coal seam working face according to claim 5, characterized in that: The construction of reinforcement anchoring is divided into the construction of reinforcement bolts and the construction of reinforcement bolts + reinforcement cables; When anchoring the reinforcement anchors, the adjacent rows of reinforcement anchors are constructed in two batches, and the reinforcement anchors V, VI, VII, VIII and IX are constructed simultaneously in one batch. When anchoring the reinforcement anchor rod + reinforcement anchor cable, the reinforcement anchor cable X, reinforcement anchor cable XI and reinforcement anchor rod VI are constructed at the top at the same time, and the reinforcement anchor rod VIII and reinforcement anchor rod IX are constructed at the side at the same time. The construction time of the top reinforcement anchor rod is short. After the construction of the reinforcement anchor rod VI is completed, the top reinforcement anchor rod V and reinforcement anchor rod VII are constructed in sequence.

8. A rapid tunneling support method for the extraction roadway in a thin coal seam working face according to claim 3, characterized in that: During the frame shifting process, the temporary support device is quickly transported by a transport device carried by a tunneling machine. The transport device moves to the rear end of the transition zone under the beam of the temporary support device to be withdrawn, clamps and fixes the beam of the temporary support device, and the temporary support device retracts the supporting columns to make the column base disengage from the tunnel floor. After the supporting columns are retracted, the height of the beam of the temporary support device is lowered and the beam is retracted; the transport device moves the temporary support device to the position to be supported near the working face, and the temporary support device extends the beam, and then the supporting columns are extended to make the column base contact with the tunnel floor and pressurize to the initial support strength, completing a cycle of frame shifting. Thereafter, as the working face advances, the temporary support device is moved alternately from back to front, realizing rapid and non-repeated temporary support of the surrounding rock in the transition zone.

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