Long-distance supporting structure for broken ore rocks

Abstract

The utility model relates to a broken ore rock long-distance supporting structure which comprises a roadway, advance supporting rods and a tunnel face, a plurality of drill holes are evenly formed in the upper portion of the roadway, the advance supporting rods can penetrate into the drill holes in an inserted mode, the advance supporting rods are perpendicular to the tunnel face and arranged towards the inner side of the roadway, and a plurality of drainage holes are evenly formed in the middle of the roadway and arranged downwards in an inclined mode. Anchor rods and anchor cables are further arranged along the upper portion of the roadway, the anchor rods and the anchor cables are arranged at intervals, the anchor rods and the anchor cables are obliquely arranged relative to the tunnel face, double ribs are further laid at the tail ends of the anchor rods and the anchor cables in the first direction, the double ribs are next to the tunnel face and are arranged at the tail ends of the advance support rods along a roadway bottom plate, and a plurality of pressure relief grooves are formed in the bottom reverse arch. An anchor rod is also arranged in the deep part of the bottom reverse arch; according to the support structure, the upper support and the bottom support are arranged and coupled with the surrounding rock to form a new stress structure, the direction of ground stress is transferred, the strength of the support body is guaranteed, and damage to the support body and the surrounding rock caused by the ground stress is reduced.

Description

Technical Field

[0001] The utility model relates to the technical field of ore rock construction, in particular to a long-distance support structure for broken ore rocks. Background Art

[0002] As the mining depth gradually increases, broken ore and rock is a common working condition in mining production. During excavation construction, affected by the rock properties, steel arches are often used for support, or advance anchors are used for short-distance support, which slows down the excavation speed and affects the entire development process of the mine.

[0003] Patent No. 201510766852.6 and Patent No. 201510817602.0 disclose a method for crushing ore rock and tunnel construction by adopting a pipe-roof advance support method, which has good effects on the construction of large-section tunnels in soft broken rock, but has disadvantages such as limited adaptability, complex construction procedures, and high costs; Patent No. 201810393314.0 discloses a pre-support method for small-section advance small-duct grouting, which adopts the method of advance small-duct grouting for support of the broken small end face, and achieves the purpose of reinforcing the surrounding rock in front through grouting and other forms, but has problems such as complex procedures, high costs, and short support distances. Utility Model Content

[0004] Based on the above description, the utility model provides a long-distance support structure for crushing ore and rock, which ensures the strength of the support body and reduces the damage to the support body and surrounding rock caused by ground stress.

[0005] The utility model solves the above-mentioned technical problems with the following technical solutions: a long-distance support structure for broken ore and rock, comprising: a tunnel, an advance support rod, and a face; a plurality of drill holes through which the advance support rods can be inserted are evenly arranged along the upper part of the tunnel; the advance support rods are arranged perpendicular to the face toward the inner side of the tunnel; a plurality of drainage holes are evenly arranged in the middle of the tunnel, and the drainage holes are arranged obliquely downward; anchor rods and anchor cables are also arranged along the upper part of the tunnel; the anchor rods and anchor cables are arranged at intervals; the anchor rods and anchor cables are arranged obliquely relative to the face; double ribs are also laid along the first direction at the tail ends of the anchor rods and anchor cables; the double ribs are close to the face and the tail ends of the advance support rods; a bottom reverse bow is arranged along the bottom plate of the tunnel; a plurality of pressure relief grooves are arranged on the bottom reverse bow; the anchor rods are also arranged in the deep part of the bottom reverse bow.

[0006] On the basis of the above technical solution, the present invention can also be improved as follows.

[0007] Furthermore, the advance support rod, the anchor rod with the double ribs and the anchor cable form an integral advance support structure, and the pressure relief groove, the bottom reverse bow and the anchor rod constitute a bottom pressure relief structure.

[0008] Furthermore, the face is a three-center arch section, the borehole length is 10-15m; the single length of the advance support rod is 4-5m, the advance support rods are threadedly connected, and the advance support rods are provided with a coupling support section outside the borehole, and the coupling support section is 0.3-0.5m.

[0009] Furthermore, the drain hole has a length of 10-15 m, a diameter of 50-60 mm, and a deviation of 1-3° along the second direction of the tunnel face.

[0010] Furthermore, the wall thickness of the anchor rod is 2.0-2.5 mm, the outer diameter of the anchor rod is 30-45 mm, the seam width of the anchor rod is 13-18 mm, the anchor rod is welded at no less than 4 joints, and no less than three anchor rods are connected end to end.

[0011] Furthermore, a first tray is installed and fixed at the tail of the anchor rod, a resin roll is arranged between the top of the anchor cable and the surrounding rock of the tunnel, and a second tray is arranged at the end of the anchor cable.

[0012] Furthermore, the bottom arch is an arc-shaped groove structure, and the maximum depth of the bottom arch from the tunnel bottom plane is 0.4-0.6m.

[0013] Furthermore, the pressure relief grooves are arranged at the bottom of both sides of the tunnel floor, with a depth of 0.3-0.4m and a width of 0.3-0.4m. The construction length of the bottom reverse arch and the pressure relief groove is 0.8-1.0m.

[0014] Furthermore, the anchor rods provided in the pressure relief groove and the bottom inverted arch have a length of 1.8-2.0 m and a diameter of 20-30 mm. Holes that can be backfilled with crushed stones are provided inside the pressure relief groove and the bottom inverted arch. The tunnel floor is paved with a concrete construction layer.

[0015] Compared with the prior art, the technical solution of this application has the following beneficial technical effects:

[0016] 1. The support structure simplifies the advance support procedure by constructing advance support holes through geological coring drilling rigs. At the same time, it uses drainage holes and pressure relief structures to enhance the stability of the advance support body and tunnels, thereby achieving long-distance support for broken ore and rock.

[0017] 2. The support structure is advanced supported by setting up advanced support rods supplemented by anchor rods and anchor cables with double reinforcements. The anchor rods and anchor cables also reinforce the upper part of the tunnel. At the same time, drainage holes are drilled in the middle of the tunnel to drain the pressurized water in the karst aquifer to achieve local drainage and pressure reduction.

[0018] 3. The support structure uses pressure relief grooves, bottom reverse bows and anchor rods to form a bottom pressure relief structure, which changes the propagation path and mode of ground stress in the tunnel floor. At the same time, it couples with the tunnel support body and the surrounding rock itself to form a new force structure, which transfers the direction of ground stress, ensures the strength of the support body, and reduces the damage to the support body and surrounding rock caused by ground stress. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] Figure 1 A schematic diagram of a long-distance support structure for broken ore and rock provided in an embodiment of the utility model;

[0020] Figure 2 A schematic cross-sectional view of a long-distance support structure for crushed ore and rock provided by an embodiment of the utility model;

[0021] In the accompanying drawings, the components represented by the reference numerals are listed as follows:

[0022] 1. Advance support rod; 2. Heading face; 21. Concrete construction layer; 22. Gravel; 3. Drain hole; 4. Anchor rod; 5. Anchor cable; 6. Double reinforcement bar; 7. Bottom reverse bow; 8. Pressure relief trough; 9. First tray. DETAILED DESCRIPTION

[0023] In order to facilitate understanding of the present application, the present application will be described more fully below with reference to the relevant drawings. Embodiments of the present application are provided in the drawings. However, the present application can be implemented in many different forms and is not limited to the embodiments described herein. On the contrary, the purpose of providing these embodiments is to make the disclosure of the present application more thorough and comprehensive.

[0024] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as those commonly understood by those skilled in the art to which this application belongs. The terms used herein in the specification of this application are only for the purpose of describing specific embodiments and are not intended to limit this application.

[0025] When used herein, the singular forms "a", "an" and "said / the" may also include plural forms, unless the context clearly indicates otherwise. It should also be understood that the terms "include / comprise" or "have" etc. specify the presence of stated features, wholes, steps, operations, components, parts or combinations thereof, but do not exclude the possibility of the presence or addition of one or more other features, wholes, steps, operations, components, parts or combinations thereof.

[0026] See also Figure 1-2 , the utility model provides a technical solution: a long-distance support structure for broken ore and rock, comprising: a tunnel, an advanced support rod 1, and a face 2;

[0027] A plurality of drill holes through which the advance support rod 1 can be inserted are evenly arranged along the upper part of the tunnel. The advance support rod 1 is arranged perpendicular to the tunnel face 2 toward the inner side of the tunnel. A plurality of drainage holes 3 are evenly arranged in the middle of the tunnel. The drainage holes 3 are arranged obliquely downward. Anchor rods 4 and anchor cables 5 are also arranged along the upper part of the tunnel. The anchor rods 4 and anchor cables 5 are arranged at intervals. The anchor rods 4 and anchor cables 5 are arranged obliquely relative to the tunnel face 2. Double ribs 6 are also laid along the first direction at the tail ends of the anchor rods 4 and anchor cables 5. The double ribs 6 are close to the tunnel face 2 and the tail ends of the advance support rod 1. A bottom reverse bow 7 is arranged along the bottom plate of the tunnel. A plurality of pressure relief grooves 8 are arranged on the bottom reverse bow 7. The anchor rods 4 are also arranged deep in the bottom reverse bow 7. It should be noted that the laying along the first direction here refers to the arrangement along the short side of the surface of the tunnel face 2. The double ribs 6 here can be steel belts. At the same time, the drainage hole 3 is drilled in the middle of the tunnel to drain the pressurized water in the karst aquifer to achieve local drainage and pressure reduction.

[0028] The advance support rod 1, the anchor rod 4 with the double ribs 6 and the anchor cable 5 form an integral advance support structure, and the pressure relief groove 8, the bottom reverse bow 7 and the anchor rod 4 constitute a bottom pressure relief structure. In other words, the use of the advance support rod 1 supplemented by the anchor rod 4 with the double ribs 6 and the anchor cable 5 for advance support can reinforce the upper part of the tunnel as a whole; at the same time, the pressure relief groove 8, the bottom reverse bow 7 and the bottom anchor rod 4 are arranged to form a bottom pressure relief structure. This structure changes the propagation path and mode of the ground stress in the bottom plate of the tunnel. At the same time, the bottom pressure relief structure is coupled with the tunnel support body and the surrounding rock itself to form a new force structure, which transfers the direction of the ground stress, ensures the strength of the support body, and reduces the damage to the support body and the surrounding rock caused by the ground stress. This support structure simplifies the advance support procedure, and at the same time utilizes the drain hole 3, the pressure relief structure, etc. to enhance the stability of the advance support body and the tunnel, thereby realizing long-distance support of broken ore and rock; and there is no need to set up a guide wall, the advance support is integrated with the tunnel section, and grouting is not required, and the entire process is simple; there is no need for grouting, steel arch frames and guide walls, and the entire construction cost is lower; the support distance is longer and the excavation speed is faster.

[0029] The face 2 is a three-center arch section, and the borehole length is 10-15m; the single length of the advance support rod 1 is 4-5m, and the advance support rods 1 are threadedly connected. The advance support rod 1 has a coupling support section reserved outside the borehole, and the coupling support section is 0.3-0.5m. It should be noted that the drilling here is constructed by a GS200 geological coring drill. The drill bit advancement speed and rock cuttings composition during the construction of the GS200 geological coring drill are used to obtain geological data such as the integrity of the rock mass in front of the tunnel excavation face, the physical properties of the surrounding rock, the groundwater and karst conditions, and the drillability. Through the analysis of the data, the hydrogeological conditions in front of the face 2 can be directly and accurately displayed; the construction equipment is relatively simple, and the range of the operating section is larger; the borehole length is 10-15m, which means that the single borehole depth is 10-15m, preferably 12m, the borehole diameter is preferably 60mm, and the hole spacing is 500mm. The face 2 here is a three-center arch section, which is composed of three arcs with three centers, so it is called a three-center arch; in this embodiment, the width and height of the three-center arch section are set according to 3.5×2.9m, and the number of boreholes is 7, which can be determined according to the actual situation on site; the advance support rod 1 adopts a φ42mm steel flower pipe; the single length of the advance support rod 1 is 5m, and the multiple advance support rods 1 in the single borehole are connected end to end and threaded, and the thread length here is preferably 150mm; the advance support rod 1 is constructed while using a threaded connection until it reaches the bottom of the hole, and a 0.3-0.5m coupling support section is left outside the borehole.

[0030] The drain hole 3 is 10-15m long, the hole diameter of the drain hole 3 is 50-60mm, and the drain hole 3 deviates by 1-3° along the second direction of the face 2. It should be noted that the drain hole 3 deviates by 1-3° along the second direction of the face 2 means that the drain hole 3 is inserted into the inner side of the face 2 and deviates by 1-3° upward from the transverse vertical section of the face 2, that is, it is inclined downward from the inner side of the drain hole 3 to the outer side; the drain hole 3 is constructed by using a GS200 geological coring drill, and the drain hole 3 can be reasonably arranged according to the hydrogeological conditions in front of the tunnel face 2. The drain hole 3 mentioned here is 10-15m long, that is, the single hole depth of the drain hole 3 is 10-15m.

[0031] The wall thickness of the anchor rod 4 is 2.0-2.5 mm, the outer diameter of the anchor rod 4 is 30-45 mm, the seam width of the anchor rod 4 is 13-18 mm, the anchor rod 4 is welded at no less than 4 joints, and no less than three anchor rods 4 are connected end to end. It should be noted that the spacing between the anchor rods 4 in this embodiment is 0.9 m, the length of the anchor rod 4 is 2.0 m, the anchor rod 4 is a pipe seam anchor rod, the wall thickness of the anchor rod 4 is 2.0-2.5 mm, and the initial anchoring force of the anchor rod 4 is not less than 25 kN / m.

[0032] The tail of the anchor rod 4 is fixed with a first tray 9, a resin drug roll is arranged between the top of the anchor cable 5 and the surrounding rock of the tunnel, and a second tray is arranged at the end of the anchor cable 5. It should be noted that the anchor cable 5 in this embodiment is made of 5.0m long, φ17.8mm steel strand; the first tray 9 and the second tray here can be the same tray, both of which are disc-shaped, Q235 steel plates, and the thickness of the first tray 9 and the second tray is not less than 4mm, and the specification is not less than 150mm×150mm. When supporting, the anchor rod 4 is driven into the drill hole through the pad; the double rib 6 is made of φ10mm round steel, and the connection points of multiple anchor rods 4 and anchor cables 5 are fully welded at least 4 places, and the anchor rods 4 and anchor cables 5 in a single drill hole need to be connected to no less than three; according to the 3.5×2.9m (width×height) three-center arch section, the number of anchor rods 4 is 4, and the number of anchor cables 5 is 1, which can be adjusted according to the actual situation on site. In the coupled support section, the MQT-130 anchor 4 drilling rig was used to carry out construction vertically on the rock surface, wherein the anchor 4 hole had a depth of 2.0 m and a diameter of 40 mm, and the anchor cable 5 had a depth of 5.0 m and a diameter of 30 mm.

[0033] The bottom reverse bow 7 is an arc-shaped groove structure, and the maximum depth of the bottom reverse bow 7 from the plane of the tunnel floor is 0.4-0.6m. It should be noted that the maximum depth from the plane of the tunnel floor here refers to the length of the longest section of the bottom reverse bow 7 arc surface from the tunnel floor, and the shortest section of the bottom reverse bow 7 arc surface from the tunnel floor is 0.1m.

[0034] The pressure relief groove 8 is arranged at the footings on both sides of the tunnel floor, with a depth of 0.3-0.4m and a width of 0.3-0.4m. The construction length of the bottom arch 7 and the pressure relief groove 8 is 0.8-1.0m. It should be noted that the pressure relief groove 8 preferably has a depth of 0.35m and a width of 0.3m.

[0035] The anchor rod 4 provided in the pressure relief groove 8 and the bottom reverse bow 7 has a length of 1.8-2.0m and a diameter of 20-30mm. Holes that can be backfilled with crushed stone 22 are provided inside the pressure relief groove 8 and the bottom reverse bow 7, and the bottom plate of the tunnel is paved with a concrete construction layer 21. It should be noted that the anchor rod 4 provided in the pressure relief groove 8 and the bottom reverse bow 7 can be the same type of anchor rod as the anchor rod provided in the upper part of the tunnel, or they can be of different types. The anchor rod at the bottom can be a bottom anchor rod. The anchor rod 4 constructed in the pressure relief groove 8 and the bottom reverse bow 7 has a length of 1.8m and a diameter of 20mm. The concrete construction layer 21 here refers to backfilling with excavated crushed stone 22 and laying 50mm thick concrete.

[0036] This embodiment also provides a construction method for a long-distance support structure for crushed ore and rock, comprising the following steps:

[0037] S1: Construction of advance support rod 1. After the tunnel is excavated and ventilated, slag removal and advance support are carried out together. The advance support hole is constructed by using GS200 geological coring drill. The length of a single hole is 10-15m, the hole diameter is 60mm, and the hole spacing is 50cm. According to the three-center arch section of 3.5×2.9m (width×height), a total of 7 holes are set, which can be determined according to the actual situation on site;

[0038] S2: After the construction of the advance support hole is completed, the advance support rod 1 is constructed in time; the advance support rod 1 adopts a φ42mm steel flower tube; the length of a single advance support rod 1 is 5m, and the advance support rods 1 are connected by threads with a length of 150mm; the advance support rod 1 is constructed while using threaded connections until it reaches the bottom of the hole, and a 0.3-0.5m coupling support section is left outside the hole;

[0039] S3: According to the hydrogeological conditions in front of the tunnel face 2, the drainage holes 3 are arranged reasonably; the drainage holes 3 are constructed using a GS200 geological coring drill, with a single hole length of 10-15m, a hole diameter of 50-60mm, and the drainage holes 3 deviate upward by 1-3°;

[0040] S4: Anchor rod 4 and anchor cable 5 are constructed; Anchor rod 4 and anchor cable 5 are equipped with trays and double reinforcement bars 6. Anchor rod 4 and anchor cable 5 are arranged close to the tunnel face 2, and the support range includes all advanced support rods 1; Anchor rod 4 is spaced 0.9m apart, and 2.0m long pipe seam anchor rods are used, with a wall thickness of 2.0-2.5mm, an outer diameter of anchor rod 4 of 30-45mm, a seam width of 13-18mm, and an initial anchoring force of anchor rod 4 of not less than 25kN / m; Anchor cable 5 is 5.0m long and φ17.8 mm; the tray is dish-shaped, made of Q235 steel, with a thickness of not less than 4mm and a specification of not less than 150mm×150mm. During support, the anchor rod 4 is driven through the pad into the drilled hole; the double reinforcement bar 6 is made of φ10mm round steel, with full welding at no less than 4 joints, and a single joint is connected with no less than three anchor rods 4 or anchor cables 5; according to the 3.5×2.9m (width×height) three-center arch section, a total of 4 anchor rods 4 and 1 anchor cable 5 are set, which can be adjusted according to the actual situation on site;

[0041] S5: In the coupled support section, a row of anchor holes or anchor cable holes are constructed vertically on the rock surface using the MQT-130 anchor 4 drilling rig, where the anchor hole depth is 2.0m and the diameter is 40mm, and the anchor cable hole depth is 5.0m and the diameter is 30mm. After drilling, the drilling rig is cleaned with high-pressure air; the hole depth is measured using the anchor 4 or anchor cable 5, and the double reinforcement bar 6 is laid after the hole depth meets the requirement. The double reinforcement bar 6 should be close to the rock wall and the tail end of the advance support rod 1, and then the anchor 4 is sent into the hole, and then the tray is installed and fixed. At the same time, the resin drug roll is pushed into the bottom of the hole with the anchor cable 5. The lower end of the anchor cable 5 is connected to the anchor cable 5 with a special anchor cable sleeve. The machine is started for stirring for 30 seconds. After stopping stirring for 40 seconds, the mixer is retracted to remove the anchor cable sleeve, and then the tray is installed. The anchor cable 5 is tensioned to the designed anchoring force (above 70KN) with a tensioning jack, and then the jack is removed;

[0042] S6: Construction of bottom pressure relief structure; after the advanced support is completed, the bottom pressure relief is carried out; that is, the pressure relief groove 8 and the bottom reverse bow 7 are excavated on the bottom plate of the tunnel. The pressure relief groove 8 is at the bottom feet on both sides, with a depth of 0.35m and a width of 0.3m. The bottom reverse bow 7 is an arc-shaped groove, the deepest point (center of the tunnel) is 0.4-0.6m away from the bottom plate, and the highest point is 0.1m away from the bottom plate. The construction length of the two grooves is 0.8m-1.0m; grouting anchor rods 4 are constructed in the pressure relief groove 8 and the bottom reverse bow 7. The anchor rod 4 is 1.8m long and 20mm in diameter. The groove is backfilled with excavated gravel 22, and finally 50mm thick concrete is laid to level the ground.

[0043] In summary, the support structure simplifies the advance support procedure by constructing advance support holes through geological coring drilling rigs, and at the same time, utilizes drainage holes 3, pressure relief structures, etc. to strengthen the stability of the advance support body and the tunnel, thereby realizing long-distance support of broken ore and rock; the support structure performs advance support by setting an advance support rod 1 supplemented by anchor rods 4 and anchor cables 5 with double ribs 6, and the anchor rods 4 and anchor cables 5 also reinforce the upper part of the tunnel; at the same time, drainage holes 3 are drilled in the middle of the tunnel to drain the pressurized water in the karst aquifer to achieve local drainage and pressure reduction; the support structure changes the propagation path and mode of ground stress in the tunnel floor by utilizing the pressure relief groove 8, the bottom reverse bow 7 and the anchor rod 4 to form a bottom pressure relief structure, and at the same time, it couples with the tunnel support body and the surrounding rock itself to form a new force structure, which transfers the direction of ground stress, ensures the strength of the support body, and reduces the damage to the support body and surrounding rock caused by ground stress.

[0044] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention shall be included in the protection scope of the present invention.

Claims

1. A long-distance support structure for broken ore and rock, characterized in that: include: A tunnel, an advance support rod, and a face. A plurality of drill holes through which the advance support rods can be inserted are evenly arranged along the upper part of the tunnel. The advance support rods are arranged perpendicular to the face toward the inner side of the tunnel. A plurality of drainage holes are evenly arranged in the middle of the tunnel. The drainage holes are arranged obliquely downward. Anchor rods and anchor cables are also arranged along the upper part of the tunnel. The anchor rods and anchor cables are arranged at intervals. The anchor rods and anchor cables are arranged obliquely relative to the face. Double reinforcement bars are also laid along the first direction at the tail ends of the anchor rods and anchor cables. The double reinforcement bars are close to the face and the tail ends of the advance support rods. A bottom reverse bow is arranged along the bottom plate of the tunnel. A plurality of pressure relief grooves are arranged on the bottom reverse bow. The anchor rods are also arranged in the deep part of the bottom reverse bow.

2. The long-distance support structure for broken ore and rock according to claim 1 is characterized in that: The advance support rod, the anchor rod with the double ribs and the anchor cable form an integral advance support structure, and the pressure relief groove, the bottom reverse bow and the anchor rod constitute a bottom pressure relief structure.

3. The long-distance support structure for broken ore and rock according to claim 1 is characterized in that: The face is a three-center arch section, and the borehole length is 10-15m; the single length of the advance support rod is 4-5m, and the advance support rods are threadedly connected. The advance support rods are provided with a coupling support section outside the borehole, and the coupling support section is 0.3-0.5m.

4. The long-distance support structure for broken ore and rock according to claim 1 is characterized in that: The drain hole has a length of 10-15 m, a diameter of 50-60 mm, and a deviation of 1-3° along the second direction of the tunnel face.

5. The long-distance support structure for broken ore and rock according to claim 1 is characterized in that: The anchor rod wall thickness is 2.0-2.5 mm, the anchor rod outer diameter is 30-45 mm, the anchor rod seam width is 13-18 mm, the anchor rod connection is welded at least 4 locations, and multiple anchor rods are connected end to end at least three.

6. The long-distance support structure for broken ore and rock according to claim 1 is characterized in that: The tail of the anchor rod is fixed with a first tray, a resin roll is arranged between the top of the anchor cable and the surrounding rock of the tunnel, and the end of the anchor cable is arranged with a second tray.

7. The long-distance support structure for broken ore and rock according to claim 1 is characterized in that: The bottom reverse bow is an arc-shaped groove structure, and the maximum depth of the bottom reverse bow from the tunnel bottom plane is 0.4-0.6m.

8. The long-distance support structure for broken ore and rock according to claim 1 is characterized in that: The pressure relief groove is arranged at the footings on both sides of the tunnel floor, with a depth of 0.3-0.4m and a width of 0.3-0.4m. The construction length of the bottom reverse arch and the pressure relief groove is 0.8-1.0m.

9. The long-distance support structure for broken ore and rock according to claim 1 is characterized in that: The anchor rods arranged in the pressure relief groove and the bottom reverse arch have a length of 1.8-2.0m and a diameter of 20-30mm. Holes which can be backfilled with crushed stones are arranged inside the pressure relief groove and the bottom reverse arch. The bottom plate of the tunnel is paved with a concrete construction layer.

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