Reinforcement construction method for interval tunnels

Abstract

The present application relates to the field of building reinforcement technology, and in particular to a method for reinforcing an interval tunnel, including positioning: locating a plurality of reinforcement points between a building and a tunnel, with the reinforcement points arranged in an array; installing grouting pipes: drilling holes at the reinforcement points and installing grouting pipes, with the grouting pipes being arranged at an angle and successively extending from the side of the building to the bottom of the building foundation; and grouting reinforcement: grouting is performed successively through a plurality of grouting pipes and pouring concrete or mortar into the soil around the grouting pipes, thereby forming an inclined reinforcement belt in the soil around the plurality of grouting pipes. The present application can effectively reinforce buildings adjacent to tunnels in areas with relatively flat terrain.

Description

Technical Field

[0001] The present application relates to the field of building reinforcement technology, and in particular to a method for reinforcing a tunnel within an interval. Background Art

[0002] As the only form of underground space currently used in road transportation, tunnel construction often faces varying degrees of impact due to factors such as geology and location. Especially with urban development, tunnels often approach or pass through existing buildings or municipal structures, such as buildings, roads, and underground municipal pipelines.

[0003] Therefore, in order to avoid the impact of tunnel construction on existing buildings, the existing technology often requires reinforcement of the underground portion of the existing building. For example, the anchor pipe is tilted at a certain angle and then inserted horizontally or directly into the soil, so that part of the anchor pipe extends below the existing building. Concrete or mortar is then poured into the anchor pipe to protect the anchor pipe. A concrete or mortar support structure is then built at the end of the anchor pipe that is above the ground. This allows the anchor pipe and the concrete or mortar structure to directly support the foundation below the building.

[0004] In the actual reinforcement process, the aforementioned reinforcement method will be limited by the geological conditions, especially in areas with relatively flat terrain. At this time, the anchor pipe needs to be rotated toward the vertical angle to reduce the angle between the anchor pipe and the vertical direction, and then the anchor pipe is inserted into the soil to achieve the supporting effect. However, due to the limitation of the terrain, the length of the anchor pipe will increase significantly, which will not only increase the construction difficulty when the anchor pipe is inserted, but also because the angle of the anchor pipe is too large, the angle between the foundation below the building and the anchor pipe support part is too large, which makes it very likely to collapse. If a larger inclination angle is used, the part of the anchor pipe close to the ground cannot transfer the load to the stable underground structure relatively stably. Therefore, how to effectively reinforce buildings near tunnels in areas with relatively flat terrain is a problem that needs to be solved urgently. Summary of the Invention

[0005] In order to effectively reinforce buildings adjacent to tunnels in areas with relatively flat terrain, the present application provides a tunnel reinforcement construction method.

[0006] This application provides a tunnel reinforcement construction method that adopts the following technical solutions:

[0007] A tunnel reinforcement construction method includes the following steps:

[0008] Positioning: Position several reinforcement points between the building and the tunnel, and the reinforcement points are distributed in an array.

[0009] Install grouting pipes: drill holes at the reinforcement points and install grouting pipes. The grouting pipes are set at an angle and extend gradually from the side of the building to the bottom of the building foundation.

[0010] Grouting reinforcement: Grouting is carried out successively through several grouting pipes and concrete or mortar is poured into the soil around the grouting pipes, and inclined reinforcement belts are formed in the soil around several grouting pipes.

[0011] By adopting the above technical solution, during the reinforcement process, the concrete or mortar poured through the grouting pipe can consolidate the soil around the adjacent grouting pipes through the concrete or mortar, and can also be connected to each other, so as to form an inclined reinforcement belt centered on multiple grouting pipes, so as to bear the load of the building relatively stably. In this process, the load can be relatively evenly transferred to the entire soil under the reinforcement belt through the reinforcement belt. Compared with direct reinforcement through beams, the possibility of local depression or even collapse caused by increased fluidity of the soil due to rain, etc. can be reduced. In addition, since the reinforcement belt is formed by grouting penetration, concrete or mortar can also be poured through the grouting pipe to a depth such as a stable rock layer, so as to realize the construction of a relatively stable reinforcement belt inside the soil.

[0012] Optionally, the plurality of reinforcement points are divided into multiple rows and distributed along the distribution direction of the building and the tunnel, and two adjacent reinforcement points are staggered.

[0013] By adopting the above technical solution, the concrete or mortar between adjacent reinforcement points can relatively fully penetrate each other, further forming a more stable reinforcement belt.

[0014] Optionally, the inclination angle of the grouting pipe is 60°.

[0015] By adopting the above technical solution, part of the building load can be transferred to the lower soil in a relatively stable manner, and it can also be partially converted into a horizontal component force to optimize stability during use.

[0016] Optionally, in the grouting reinforcement step, the grouting pipe is grouted layer by layer from bottom to top.

[0017] By adopting the above technical solution, compared with the overall grouting, local grouting of the grouting pipe can effectively reduce the pressure required for grouting. At the same time, it can also reduce the situation where the bottom grouting is insufficiently penetrated and the top of the grouting pipe is excessively penetrated due to different pressures at different depths, and effectively provide a uniform and stable reinforcement belt for the new vehicle structure.

[0018] Optionally, the wall of the grouting pipe is provided with multiple groups of grouting holes distributed from bottom to top, and the grouting holes in the same group are distributed around the central axis of the grouting pipe. A grouting mechanism is provided in the grouting pipe and is used to pour concrete or mortar into different groups of grouting holes from bottom to top one by one.

[0019] By adopting the above technical solution, during grouting, different groups are grouting processed one by one through the grouting mechanism, and the grouting pressure is gradually reduced during grouting from bottom to top, so that the structure of the reinforcement belt is relatively stable and uniform.

[0020] Optionally, the grouting mechanism includes a grouting inner tube for pouring concrete or mortar into the grouting pipe and a sealing assembly arranged in the grouting inner tube, the tube wall of the grouting inner tube is provided with a plurality of slurry holes corresponding to the same group of grouting holes, and the grouting inner tube is slidably arranged in the grouting pipe, and the sealing assembly is used to limit the concrete or mortar overflowing from the slurry holes from flowing toward the bottom and top of the grouting pipe.

[0021] By adopting the above technical solution, during the grouting process, the grouting inner tube slides along the grouting pipe so that the slurry outlet hole is connected with the grouting hole, thereby realizing separate grouting at the corresponding position. At the same time, the sealing component limits the flow of concrete or mortar toward the bottom and top of the grouting concept, thereby reducing the possibility of excessive grouting pressure required due to excessive grouting range.

[0022] Optionally, the sealing assembly includes two sealing rings, which are outermost and fixed to the grouting inner pipe, and the outer ring of the sealing ring slides and fits the inner wall of the grouting pipe, and the plurality of slurry outlet holes are located between the two sealing rings.

[0023] By adopting the above technical solution, during the process of pouring concrete or mortar, the two sealing rings can limit the concrete or mortar from flowing out to a position away from the two sealing rings, so as to achieve the purpose of layered grouting.

[0024] Optionally, the sealing ring includes an outer sealing inner ring and a sealing outer ring which are clamped on the grouting inner tube. The sealing outer ring is bent from the edge of the sealing inner ring away from the slurry outlet hole toward the slurry outlet hole. The wall thickness of the sealing outer ring is gradually increased from the outer ring toward the inner ring, and the sealing outer ring is in contact with the inner wall of the grouting tube.

[0025] By adopting the above technical solution, the sealing ring can still restrict the flow of concrete or mortar during the sliding of the grouting inner pipe relative to the grouting pipe.

[0026] Optionally, the end of the grouting inner tube toward the bottom of the grouting tube is provided with a plurality of circumferentially distributed filling holes, and the end of the grouting inner tube is provided with a control component that opens the filling holes when sliding and blocks the filling holes during grouting; the control component includes a plurality of control paddles fixedly connected to the outer wall of the grouting inner tube, the control paddles are made of elastic material and are bent one by one toward the filling holes to form a sealing portion, the sealing portion is slidably connected to the end face of the grouting inner tube, the control paddles are elastically bent toward the outside and maintain a tendency to bend away from the filling hole, and the position of the grouting tube corresponding to the slurry outlet hole is provided with a control ring for moving the control paddle toward the filling hole and blocking the filling hole through the sealing portion.

[0027] By adopting the above technical solution, since the grouting inner tube and the grouting pipe are sealed by a sealing ring, and concrete is poured on the outside of the grouting pipe, it is very easy to cause backflow at the position where the concrete or mortar is already at the bottom of the grouting pipe during the sliding of the grouting inner tube relative to the grouting pipe. At this time, during the sliding of the grouting inner tube, the control paddle will rotate toward the outside and drive the sealing part away from the filling hole, so that the concrete or mortar can be poured to the bottom of the grouting pipe. When sliding to the grouting hole position of the corresponding group, the control ring will toggle multiple control paddles to rotate toward the center of the grouting pipe, so that the sealing part is sealed in the filling hole, reducing the influence of the filling hole on the grouting pressure.

[0028] Optionally, the outer wall and the end face of the grouting inner tube are provided with a control groove for accommodating the control paddle, corresponding to the control paddle, and the blocking portion is inserted and slidably connected to the portion of the control groove located on the end face of the grouting inner tube.

[0029] By adopting the above technical solution, the control groove can enable the sealing part to be slidably arranged relative to the grouting pipe, so that the sealing part can seal the filling hole.

[0030] In summary, this application includes at least one of the following beneficial technical effects:

[0031] During the reinforcement process, the inner grouting tube slides from bottom to top, and concrete or mortar is poured from bottom to top in layers toward the sides of the grouting tube. The soil around the adjacent grouting tubes is consolidated by concrete or mortar while being connected to each other, thereby forming an inclined reinforcement belt centered on multiple grouting tubes to bear the load of the building relatively stably. In this process, the load can be relatively evenly transferred to the entire soil below the reinforcement belt through the reinforcement belt. Compared with direct reinforcement through beams, the possibility of local depression or even collapse caused by increased fluidity of the soil due to rain can be reduced. In addition, since the reinforcement belt is formed by grouting penetration, concrete or mortar can also be poured through the grouting tube to a depth such as a stable rock layer to achieve the construction of a relatively stable reinforcement belt inside the soil. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] Figure 1 It is a flow chart of the construction method in the embodiment of the present application.

[0033] Figure 2 It is a schematic diagram of the plan layout in the embodiment of the present application.

[0034] Figure 3 It is a vertical cross-sectional schematic diagram in an embodiment of the present application.

[0035] Figure 4 It is a structural schematic diagram of the grouting mechanism and the grouting pipe in the embodiment of the present application.

[0036] Figure 5 It is a schematic diagram of the partial cross-sectional structure of the grouting mechanism and the grouting pipe in the embodiment of the present application.

[0037] Explanation of the accompanying drawings: 1. Building; 2. Tunnel; 3. Grouting pipe; 31. Grouting hole; 32. Control ring; 33. Flow blocking pipe; 331. Flow blocking port; 332. Flow blocking plate; 4. Grouting inner pipe; 41. Grouting hole; 42. Filling hole; 43. Control groove; 44. Clamping ring groove; 5. Sealing assembly; 51. Sealing ring; 511. Sealing inner ring; 512. Sealing outer ring; 6. Control assembly; 61. Control paddle; 62. Sealing part; 7. Reinforcement belt. DETAILED DESCRIPTION

[0038] The following is combined with Figure 1-5 This application is described in further detail.

[0039] The embodiment of the present application discloses a method for reinforcing the tunnel area. Figure 1 and Figure 2 The tunnel reinforcement construction method includes the following steps:

[0040] Positioning: Locate several reinforcement points between Building 1 and Tunnel 2. These reinforcement points are arranged in an array. The reinforcement points are arranged in multiple rows along the direction of Building 1 and Tunnel 2, with adjacent reinforcement points staggered. Each reinforcement point is marked, for example, with a cross.

[0041] Specifically, in this embodiment, the reinforcement points are divided into two rows, and the reinforcement points of the two rows are distributed horizontally along the building 1 and the tunnel 2. The distance between the two rows of reinforcement points is 1.2m, and the distance between two adjacent reinforcement points in the same row is also 1.2m.

[0042] Install grouting pipe: refer to Figure 2 and Figure 3Drill holes at the reinforcement points and install grouting pipes 3. These are tilted and extend gradually from the side of building 1 to the base of the foundation. The tilt angle of the pipes 3 is set based on the load on building 1; in this embodiment, it is set to 60°. The bottom of the pipes 3 is positioned below building 1, and the top of the pipes 3 extends from the reinforcement points, allowing for pouring concrete or mortar toward the sides and base of building 1.

[0043] Grouting reinforcement: Grouting is performed successively through several grouting pipes 3 and concrete or mortar is poured into the soil around the grouting pipes 3. When pouring concrete or mortar through the grouting pipes 3, grouting is performed layer by layer from bottom to top or simultaneously toward the sides of the grouting pipes 3. Grouting is preferably performed layer by layer from bottom to top as in this embodiment.

[0044] During this process, since the spacing between adjacent reinforcement points is 1.2m, the concrete or mortar poured by the grouting pipe 3 can contact and consolidate with each other, so that the soil on the side of the grouting pipe 3 at the corresponding positions of several reinforcement points can be combined with the consolidated concrete or mortar to form an inclined reinforcement belt 7 in the soil at the side of several grouting pipes 3. It can not only bear the load of the building 1, but also partially convert the load of the building 1 into a horizontal load through the reinforcement belt 7, and use the soil under the reinforcement belt 7 to share and bear the load relatively evenly. Compared with directly reinforcing and bearing through the reinforcement belt 7, it can reinforce the building 1 relatively stably without the need for additional construction of a bearing structure at the end of the grouting pipe 3, such as a pile foundation.

[0045] Reference Figure 3 and Figure 4 To achieve sequential, layered grouting from bottom to top, the wall of the grouting pipe 3 is provided with multiple groups of grouting holes 31 distributed from bottom to top. The multiple grouting holes 31 in the same group are distributed around the central axis of the grouting pipe 3. Furthermore, a grouting mechanism is provided within the grouting pipe 3 to sequentially grout different groups of grouting holes 31 from bottom to top. This allows grouting at relatively low grouting pressure while ensuring that the concrete or mortar of interest is relatively fully filled within the concrete or mortar surrounding the grouting pipe 3. The distance between two adjacent groups of grouting holes 31 is 1.2 m.

[0046] Reference Figure 4 and Figure 5Specifically, the grouting mechanism includes a grouting inner tube 4 and a plugging assembly 5 disposed within the grouting inner tube 4. The grouting inner tube 4 is inserted into and slidably connected to the grouting pipe 3. The plugging assembly 5 includes two plugging rings 51, which are made of an elastic material such as rubber or silicone. Two snap ring grooves 44 are defined on the outer wall of the end of the grouting inner tube 4 facing the bottom of the grouting pipe 3. A plurality of slurry outlet holes 41 are defined between the two snap ring grooves 44 for discharging concrete or mortar into the grouting pipe 3.

[0047] The sealing ring 51 includes an inner sealing ring 511 and an outer sealing ring 512. The inner sealing ring 511 is clamped inside the sealing ring 51. The outer sealing ring 512 is formed by bending the edge of the inner sealing ring 511 away from the slurry outlet 41 toward the slurry outlet 41, and the wall thickness of the outer sealing ring 512 gradually increases from the outer ring to the inner ring. The outer ring of the outer sealing ring 512 is attached to and slidably disposed on the inner wall of the grouting pipe 3 to limit the concrete or mortar output from the slurry outlet 41 and ensure that the concrete or mortar is completely poured from the grouting hole 31 into the soil around the grouting pipe 3. Since the two sealing outer rings 512 are bent toward each other and the wall thickness of the part that fits the inner wall of the grouting pipe 3 is relatively thin, the sealing outer ring 512 can fit relatively tightly to the inner wall of the grouting pipe 3. At the same time, when the interior is filled with concrete or mortar with a certain pressure, the outer edge of the sealing outer ring 512 can be further tightly pressed to the inner wall of the grouting pipe 3, reducing the possibility of concrete or mortar leaking to other positions of the grouting pipe 3 due to excessive pressure of concrete or mortar, resulting in insufficient grouting pressure.

[0048] Reference Figure 4 and Figure 5 At the same time, in order to achieve layered grouting during the grouting process, the grouting inner tube 4 needs to slide from bottom to top in sequence, and the outer ring 512 will seal the concrete or mortar during this process, resulting in a vacuum adsorption state between the grouting inner tube 4 and the grouting pipe 3. It often requires a relatively large pulling force to pull the grouting inner tube 4 to slide relative to the grouting pipe 3. Therefore, in order to facilitate the control of the sliding of the grouting inner tube 4 relative to the grouting pipe 3, the end of the grouting inner tube 4 is provided with a plurality of circumferentially distributed filling holes 42. In this embodiment, there are four filling holes 42, so that concrete or mortar can pass through the filling holes 42. In the process of the grouting inner tube 4 moving out relative to the grouting pipe 3, the interior of the grouting pipe 3 is filled, and the resistance of the grouting inner tube 4 to the movement of the grouting inner tube 4 relative to the grouting pipe 3 is reduced.

[0049] In addition, in order to avoid the possibility that the grouting pressure will become increasingly higher due to the increase in the number of slurry holes 41 connected through the filling hole 42 during the process of the grouting inner tube 4 sliding out relative to the grouting pipe 3, the end of the grouting inner tube 4 provided with the filling hole 42 is provided with a control component 6, which is used to block the filling hole 42 when grouting is performed through the slurry hole 41, and to open the filling hole 42 when the grouting inner tube 4 slides relative to the grouting pipe 3.

[0050] Reference Figure 4 and Figure 5 The control component 6 includes control paddles 61 arranged one-to-one corresponding to the filling holes 42, and the outer wall of the grouting inner tube 4 is provided with control grooves 43 corresponding one-to-one to the control paddles 61. The control grooves 43 extend along the axial direction of the grouting inner tube 4 toward the end face where the filling hole 42 is located and are partially opened on the end face of the grouting inner tube 4. The part of the control groove 43 located on the end face of the grouting inner tube 4 is a T-shaped groove structure and extends along the radial direction of the grouting inner tube 4. The part of the control groove 43 located on the end face of the grouting inner tube 4 passes through the filling hole 42.

[0051] The control paddle 61 is positioned entirely within the control groove 43, corresponding to the portion of the grouting inner tube 4 parallel to the central axis. One end of the control paddle 61, facing away from the filling hole 42, is fixedly connected to the inner wall of the control groove 43. The other end of the control paddle 61 is bent toward the central axis of the grouting inner tube 4 to form a sealing portion 62. The control paddle 61 is made of an elastic material, such as an alloy or carbon fiber, and maintains a tendency to bend elastically away from the central axis of the grouting inner tube 4, thereby driving the sealing portion 62 away from the filling hole 42.

[0052] Reference Figure 4 and Figure 5 At the same time, the blocking portion 62 is clamped and slidably connected to the portion of the control groove 43 located at the end face of the grouting inner tube 4. The inner wall of the grouting tube 3 is formed with a plurality of control rings 32. The control rings 32 are arranged one by one in correspondence with the grouting holes 31 of the same group, and the control rings 32 are located on the side of the corresponding group of grouting holes 31 toward the bottom of the grouting tube 3. The control rings 32 and the inner wall of the grouting tube 3 are smoothly transitioned to reduce the possibility of the blocking outer ring 512 turning over. At the same time, the control paddle 61 can be pressed into the control groove 43 through the control ring 32, and the blocking portion 62 can be driven toward The filling hole 42 moves to achieve the sealing of the filling hole 42. At the same time, when the grouting inner tube 4 slides to the next group of grouting holes 31, the sealing portion 62, under the action of the control paddle 61, opens the filling hole 42, so that the concrete or mortar can overflow from the filling hole 42 and fill the grouting pipe 3, thereby reducing the resistance to the movement of the grouting inner tube 4. At the same time, it can also achieve layered grouting from bottom to top under relatively low grouting pressure, and reduce the possibility of the poured concrete or mortar flowing back into the grouting pipe 3.

[0053] Of course, in other embodiments, the control paddle 61 and the blocking portion 62 may also be hinged to reduce the situation where the elastic bending of the control paddle 61 and the blocking portion 62 cannot adapt due to excessive interference caused by the control paddle 61 being moved at a relatively small angle during the resetting process of the control paddle 61.

[0054] Reference Figure 4 and Figure 5Specifically, since concrete or mortar is directly poured into the soil around the grouting pipe 3, after the grouting inner pipe 4 is separated from the grouting pipe 3, the poured concrete or mortar is likely to flow back into the grouting pipe 3. Therefore, a flow blocking tube 33 is provided on the outside of the grouting holes 31 in the same group. The flow blocking tube 33 is made of an elastic material, such as rubber or silicone.

[0055] The baffle tube 33 is provided with a baffle opening 331 corresponding to the grouting hole 31 one by one, and two baffles 332 are fixedly connected to the baffle opening 331, which overlap each other and fit the outer wall of the grouting tube 3. The baffle 332 overlaps the grouting hole 31 and the outline of the grouting hole 31 is located on the inner side of the baffle 332, so that under the action of grouting pressure, concrete or mortar can flush the baffle 332 and pour toward the outside. After the pouring is completed, under the action of external pressure, the baffle 332 will overlap and seal the outer wall of the grouting hole 31 to avoid the possibility of backflow.

[0056] The implementation principle of the embodiment of the present application is: during the grouting process, by tilting at a certain angle and grouting successively from bottom to top, the concrete or mortar poured at multiple reinforcement points can overlap with each other, and after solidification, multiple reinforcement points can form a reinforcement belt 7 after grouting through the grouting pipe 3. Compared with the reinforced beam inserted horizontally, the reinforcement belt 7 formed by the central beam formed by the concrete poured by multiple grouting pipes 3 and the concrete solidified on the peripheral side can not only optimize the stability of the support for the building 1, but also can transfer the load of the building 1 relatively evenly to the soil on the lower side of the reinforcement belt 7, thereby reducing the possibility of depression or even collapse due to excessive local load, and realizing stable reinforcement of the building 1 on the flat area.

[0057] The above are all preferred embodiments of the present application, and are not intended to limit the scope of protection of the present application. Therefore, any equivalent changes made based on the structure, shape, and principle of the present application should be included in the scope of protection of the present application.

Claims

1. A method for reinforcing a tunnel section, characterized by: The following steps are involved: Positioning: Positioning a number of reinforcement points between the building (1) and the tunnel (2), with the reinforcement points arranged in an array distribution; Installing grouting pipes: drilling holes at the reinforcement points and installing grouting pipes (3), wherein the grouting pipes (3) are arranged in an inclined manner and gradually extend from the side of the building (1) to the bottom of the foundation of the building (1); Grouting reinforcement: Grouting is performed sequentially through a plurality of grouting pipes (3) and concrete or mortar is poured into the soil around the grouting pipes (3), and an inclined reinforcement belt (7) is formed in the soil around the plurality of grouting pipes (3); The wall of the grouting pipe (3) is provided with a plurality of groups of grouting holes (31) distributed from bottom to top, and the grouting holes (31) in the same group are distributed around the central axis of the grouting pipe (3). A grouting mechanism is provided in the grouting pipe (3) and is used to pour concrete or mortar into the grouting holes (31) of different groups from bottom to top in sequence; The grouting mechanism comprises a grouting inner tube (4) for pouring concrete or mortar into the grouting pipe (3) and a plugging assembly (5) arranged on the grouting inner tube (4); a tube wall of the grouting inner tube (4) is provided with a plurality of grouting holes (41) corresponding to the grouting holes (31) in the same group, and the grouting inner tube (4) is slidably arranged in the grouting pipe (3); the plugging assembly (5) is used to restrict the concrete or mortar overflowing from the grouting holes (41) from flowing toward the bottom and top of the grouting pipe (3); The end of the grouting inner tube (4) facing the bottom of the grouting tube (3) is provided with a plurality of circumferentially distributed filling holes (42), and the end of the grouting inner tube (4) is provided with a control component (6) for opening the filling holes (42) when sliding and blocking the filling holes (42) when grouting; The control assembly (6) comprises a plurality of control paddles (61) fixedly connected to the outer wall of the grouting inner tube (4), wherein the control paddles (61) are made of elastic material and are bent toward the filling hole (42) one by one to form a blocking portion (62), and the blocking portion (62) is slidably connected to the end face of the grouting inner tube (4), and the control paddles (61) are elastically bent toward the outside and maintain a tendency to bend away from the filling hole (42), and a control ring (32) is provided at a position of the grouting tube (3) corresponding to the slurry outlet hole (41) for moving the control paddles (61) toward the filling hole (42) and blocking the filling hole (42) through the blocking portion (62).

2. The method for reinforcing the tunnel section according to claim 1, characterized in that: The plurality of reinforcement points are divided into multiple rows and distributed along the distribution direction of the building (1) and the tunnel (2), and two adjacent reinforcement points are staggered.

3. The method for reinforcing the tunnel section according to claim 1, characterized in that: The inclination angle of the grouting pipe (3) is 60°.

4. The method for reinforcing the tunnel section according to claim 1, characterized in that: In the step of grouting reinforcement, the grouting pipe (3) is grouted layer by layer from bottom to top.

5. The method for reinforcing the tunnel section according to claim 1, characterized in that: The plugging assembly (5) comprises two plugging rings (51), the plugging rings (51) are externally mounted on and fixed to the grouting inner pipe (4), and the outer rings of the plugging rings (51) are slidably fitted to the inner wall of the grouting pipe (3), and the plurality of slurry outlet holes (41) are located between the two plugging rings (51).

6. The method for reinforcing the tunnel section according to claim 5, characterized in that: The sealing ring (51) comprises an inner sealing ring (511) and an outer sealing ring (512) which are arranged on an outer sleeve and clamped on the grouting inner pipe (4); the outer sealing ring (512) is bent from an edge of the inner sealing ring (511) away from the slurry outlet hole (41) toward the slurry outlet hole (41); the wall thickness of the outer sealing ring (512) increases gradually from the outer ring toward the inner ring, and the outer sealing ring (512) is in contact with the inner wall of the grouting pipe (3).

7. The method for reinforcing a tunnel section according to claim 1, characterized in that: The outer wall and end surface of the grouting inner tube (4) correspond to the control paddle (61) and are provided with a control groove (43) for accommodating the control paddle (61), and the blocking portion (62) is inserted and slidably connected to the portion of the control groove (43) located on the end surface of the grouting inner tube (4).

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