Shield tunnel disease repairing structure and repairing method

Abstract

The invention relates to the technical field of tunnel engineering, and discloses a shield tunnel disease repairing structure and method, the shield tunnel disease repairing structure comprises a tunnel body and multiple pile platform structures fixedly connected with the tunnel body, the multiple pile platform structures are arranged in the circumferential direction of the tunnel body at intervals, and each pile platform structure comprises a grouting component and a grouting body; the grouting component is connected with the tunnel body in an anchoring mode, the tunnel body is provided with a grouting hole communicating with the grouting component, and the grouting component is wrapped with the grouting body. The pile platform structure and the tunnel body are matched to serve as an overall stress unit, loads are transmitted to the tunnel body through the grouting body, and the stress path is defined. The pile platform structures are mutually independent, a continuous reinforcing area cannot be formed, loads at different positions of the tunnel body can be adjusted by adjusting the size of the grouting body of each pile platform structure, stress concentration on the tunnel body is reduced, the loads around the tunnel body are uniform, and the effect that the main body adjusts the loads of the stratum outside the tunnel is achieved.

Description

Technical Field

[0001] This invention relates to the field of tunnel engineering technology, and in particular to a structure and method for repairing defects in shield tunnels. Background Technology

[0002] A shield tunnel is a cylindrical structure buried underground. During operation, shield tunnels are situated in complex geological formations. The ground load is influenced by factors such as variations in surcharge, unloading, groundwater level changes, long-term ground creep, and local geological differences, resulting in a non-uniform, multi-directional circumferential load distribution. The ground load exhibits significant spatial variability and temporal variability; the actual ground pressure load is not necessarily the hydrostatic pressure load, but rather a complex and variable state of load with arbitrary distribution. When this load acts on the shield tunnel, the tunnel experiences uneven stress along the entire circumferential direction, leading to defects such as lateral convergence deformation, vertical convergence deformation, joint opening, leakage, and abnormal bolt stress.

[0003] Shield tunnels require repair after deformation, and common repair methods include: 1. Adhesive bonding method or steel bonding method: Steel plates or other structures are bonded and fixed to the inside of the tunnel to enhance the local resistance of the tunnel segments; however, this cannot change the external load on the tunnel. 2. Pressure relief platform method and pile foundation method: Primarily used in slope and foundation engineering to reinforce soil structures. 3. Grouting method: This includes grouting from the ground or through pre-drilled holes in the tunnel segments. Grout is injected into the surrounding rock through grouting pipes inserted into the pre-drilled holes to increase the strength of the surrounding rock.

[0004] For example, patent CN102635368B discloses a dual-liquid micro-disturbance grouting reinforcement method for soft soil subway tunnels, including the following features: using pre-drilled holes in tunnel segments or drilling to lay grouting pipes; injecting grout to form a continuous reinforced body; and utilizing the squeezing effect to enhance the strength of the surrounding rock. The above reinforcement method achieves the purpose of reinforcing the soil and controlling tunnel deformation by injecting cement-water glass dual-liquid grout through openings at appropriate locations inside the tunnel.

[0005] Existing grouting reinforcement methods improve the mechanical properties of surrounding rock by continuously injecting grout, passively bearing external loads. However, the grout inevitably forms a continuous reinforcement zone. This limited continuous reinforcement zone cannot regulate the uneven loads generated by the strata over a larger area. The uneven effect of external loads persists, and structural deformation and joint opening cannot be fundamentally improved. Summary of the Invention

[0006] The purpose of this invention is to provide a shield tunnel defect repair structure to solve the problem that existing repair structures cannot change the external ground load; this invention also provides a shield tunnel defect repair method using this shield tunnel defect repair structure.

[0007] To achieve the above objectives, the present invention provides a shield tunnel defect repair structure, including a tunnel body and a pile platform structure fixedly connected to the tunnel body. The pile platform structure is located outside the tunnel body and is arranged in multiple circumferentially along the tunnel body. Each pile platform structure includes a grouting component and a grouting body. The grouting component is anchored to the tunnel body. The tunnel body has a grouting hole communicating with the grouting component. The grouting body covers the outside of the grouting component.

[0008] Optionally, the minimum circumferential distance between two adjacent pile foundation structures along the tunnel body is S, satisfying: S≥0.5 m.

[0009] Optionally, the diameter of the grouting body is D, which satisfies: 0.2 m ≤ D ≤ 1.5 m.

[0010] Optionally, the length of the grouting body along the radial direction of the tunnel body is L, satisfying: 0.2 m ≤ L ≤ 1.5 m.

[0011] Optionally, the pile foundation structure further includes fins, which are fixedly connected to the grouting component and embedded in the grouting body.

[0012] Optionally, the tunnel body includes several segments connected in a ring, and each segment is provided with a pile platform structure on its outer side.

[0013] This invention provides a method for repairing defects in shield tunnels, applicable to the shield tunnel defect repair structure described in any of the above technical solutions, comprising the following steps: S1, Install the various grouting components on the tunnel body; S2, obtain the deformation of the tunnel body, the joint opening, the load at different circumferential positions, and the magnitude of the load at different circumferential positions of the tunnel body; S3. Compare the load information at different locations of the tunnel body, grout the grouting components in different areas, and monitor the grouting pressure, deformation rate of the tunnel body and joint opening in real time. When at least one of the grouting pressure and the convergence rate of the tunnel body approaches 0.6-0.8 times the set threshold, stop the grouting operation of the grouting component and switch to another grouting component for grouting. S4. Repeat steps S2 and S3 to grout each grouting component. Each grouting component is grouted multiple times with micro-disturbance so that the grouting body and the grouting component are connected to form a pile platform structure. S5. Work will be terminated once the joint opening, convergence rate, and load of the tunnel body all reach the specified values.

[0014] Optionally, in step S2, a three-dimensional laser scanner or cross-section scanner is used to collect the inner wall of the tunnel body to obtain the deformation of the tunnel body; a joint opening sensor is set at the joint position of the tunnel body to detect the joint opening amount; and an earth pressure sensor is set at the contact surface between the tunnel body and the surrounding rock to detect the load at different positions of the tunnel body.

[0015] Optionally, in step S3, when grouting is performed on two adjacent grouting components, there is at least one grouting component between the two grouting components.

[0016] Optionally, in step S5, the operation is terminated when the joint opening is less than 4 mm, the convergence rate is less than or equal to 0.05 mm / d, and the circumferential load distribution of the tunnel body is uniform.

[0017] Compared with existing technologies, the present invention discloses a shield tunnel defect repair structure and method, which has the following advantages: Multiple pile abutment structures formed by grouting bodies and grouting components are set around the circumference of the tunnel body. The pile abutment structures are anchored to the tunnel body as a whole through the grouting components, and cooperate with the tunnel body as an integral load-bearing unit. The load is transferred to the tunnel body through the grouting body, thus clarifying the load path. Each pile abutment structure is independent and does not form a continuous reinforcement zone. The load at different locations of the tunnel body can be adjusted by adjusting the size of the grouting body of each pile abutment structure, reducing stress concentration and deformation on the tunnel body, making the load around the tunnel body uniform, and achieving the effect of adjusting the load of the external stratum of the tunnel. At the same time, the stratum constraint in the area where the pile abutment structures are set on the tunnel body increases, causing the joints of the tunnel body to move in the closing direction, reducing the joint opening amount. Attached Figure Description

[0018] Figure 1 This is a schematic diagram of existing shield tunnels when defects occur; Figure 2 yes Figure 1 A schematic diagram of the load on a shield tunnel; Figure 3 This is a schematic diagram of the shield tunnel defect repair structure of the present invention; Figure 4 yes Figure 3 A schematic diagram of the load on the shield tunnel defect repair structure.

[0019] In the diagram, 1 is the tunnel body, 11 is the tunnel segment, 2 is the pile cap structure, 21 is the grouting component, and 22 is the grouting body. Detailed Implementation

[0020] The specific embodiments of the present invention will be described in further detail below with reference to the accompanying drawings and examples. The following examples are for illustrative purposes only and are not intended to limit the scope of the invention.

[0021] A preferred embodiment of the shield tunnel defect repair structure of the present invention, such as... Figure 3 and Figure 4 As shown, the shield tunnel repair structure includes a tunnel body 1 and pile abutment structures 2. Multiple pile abutment structures 2 are located outside the tunnel body 1 and spaced apart along its circumference. The tunnel body 1 can be circular, horseshoe-shaped, rectangular, or quasi-rectangular, where the circumference refers to the direction around the centerline of the tunnel body 1. Each pile abutment structure 2 is independently located outside the tunnel body 1, avoiding the formation of a continuous reinforcement zone. Each pile abutment structure 2 can independently withstand the pressure transmitted by the surrounding rock, allowing for independent adjustment of the load on the tunnel body 1 in different circumferential regions outside the tunnel body 1.

[0022] The pile abutment structure 2 includes a grouting component 21 and a grouting body 22. The grouting component 21 is anchored to the tunnel body 1. The pile abutment structure 2 is connected to the tunnel body 1 as an integral structure through the grouting component 21 to jointly bear the load. At the same time, the pile abutment structure 2, located on the outside of the tunnel body 1, also has the function of improving the load on the surrounding rock. In this embodiment, the grouting component 21 is a grouting pipe; in other embodiments, the grouting component 21 can also be a pre-embedded anchor rod or a post-installed finned anchor.

[0023] The tunnel body 1 has grouting holes communicating with grouting components 21. Grouting bodies 22 cover the outside of grouting components 21, and the grouting holes provide installation channels for grouting components 21. Each grouting body 22 covers its respective grouting component 21. The grouting bodies 22 of adjacent pile foundation structures 2 are independent and not interconnected, which avoids the formation of continuous reinforcement zones. The grouting bodies 22 can serve as load-bearing units and force transmission paths to transfer loads to the tunnel body 1. Since each grouting body 22 is independent, the size of each grouting body 22 can be adjusted to improve the load on the surrounding rock.

[0024] In this embodiment, the material of the grouting body 22 can be cement-water glass double liquid grout, ultrafine cement grout, polyurethane grouting material or epoxy material. The 28-day strength of the grouting body 22 is greater than or equal to 10 MPa to ensure the overall strength of the pile abutment structure 2 and effectively regulate the surrounding rock load around the tunnel body 1.

[0025] The shield tunnel defect repair structure sets up multiple pile abutment structures 2 formed by grouting bodies 22 and grouting components 21 around the tunnel body 1. The pile abutment structures 2 are anchored to the tunnel body 1 as a whole through the grouting components 21, and cooperate with the tunnel body 1 as an integral force-bearing unit. The load is transferred to the tunnel body 1 through the grouting bodies 22, and the force path is clearly defined. Each pile abutment structure 2 is independent of each other and does not form a continuous reinforcement zone. The load at different positions of the tunnel body 1 can be adjusted by adjusting the size of the grouting bodies 22 of each pile abutment structure 2, reducing stress concentration and deformation on the tunnel body 1, making the load around the tunnel body 1 uniform, and achieving the effect of adjusting the load of the external stratum of the tunnel. At the same time, the stratum constraint in the area where the pile abutment structures 2 are set on the tunnel body 1 is increased, causing the joints of the tunnel body 1 to move in the closing direction and reducing the joint opening.

[0026] Optionally, the minimum circumferential spacing between two adjacent pile foundation structures 2 along the tunnel body 1 is S, satisfying: S≥0.5m.

[0027] The minimum spacing S between two connected pile abutment structures 2 along the circumference of the tunnel body 1 refers to the distance between the outer walls of the grouting bodies 22 of the two pile abutments along the circumference of the tunnel body 1. When S ≥ 0.5 m, it can ensure that each grouting body 22 is independent of each other, avoid the connection of the grouting bodies 22 of two adjacent pile abutment structures 2 to form a continuous reinforcement zone, ensure that each pile abutment structure 2 can achieve independent load adjustment capability in different circumferential areas, and reduce stress concentration.

[0028] Optionally, the diameter of the grouting body 22 is D, which satisfies: 0.2 m ≤ D ≤ 1.5 m.

[0029] The diameter D of the grouting body 22 refers to the tangential dimension of the grouting body 22 along the tunnel body 1. When 0.2 m≤D≤1.5 m, the strength of the grouting body 22 can be guaranteed under this dimension, while also preventing the grouting bodies 22 from communicating with each other.

[0030] Optionally, the length of the grouting body 22 along the radial direction of the tunnel body 1 is L, satisfying: 0.2 m ≤ L ≤ 1.5 m.

[0031] The grouting body 22 is mainly used to cooperate with the tunnel body 1 to bear the force and adjust the load of the surrounding rock. If the length L of the grouting body 22 is less than 0.2 m, the grouting body 22 is too small and cannot effectively bear the force of the tunnel body 1. When the length L of the grouting body 22 is greater than 1.5 m, the length of the grouting body 22 is too large and has limited adjustment effect on the load of the surrounding rock.

[0032] Optionally, the pile cap structure 2 also includes fins, which are fixedly connected to the grouting component 21 and embedded in the grouting body 22.

[0033] The fins are fixedly connected to the grouting component 21 and embedded in the grouting body 22, which can increase the integrity between the grouting body 22, the grouting component 21, and the tunnel body 1, and effectively regulate the load on the tunnel body 1 as an overall load-bearing unit. In this embodiment, the fins themselves can be T-shaped, cross-shaped, radial, or spiral-shaped, and the number of fins is 2-12. Each fin is radially distributed along the circumference of the grouting component 21. The fins can be fixedly connected to the grouting pipe and the tunnel body 1 by bolt anchoring, chemical anchors, or pre-embedded metal parts.

[0034] Optionally, the tunnel body 1 includes several segments 11, which are connected in a ring, and each segment 11 is provided with a pile platform structure 2 on its outer side.

[0035] The tunnel body 1 is formed by connecting multiple segments 11. Each segment 11 is provided with a pile foundation structure 2 on its outer side. This can avoid stress concentration caused by setting multiple pile foundation structures 2 on a segment 11, and also ensure the number of pile foundation structures 2. The load of each segment 11 can be adjusted to ensure that the circumferential load of the tunnel body 1 is uniform.

[0036] This invention also provides a preferred embodiment of a method for repairing defects in shield tunnels, namely, a construction method for the shield tunnel defect repair structure of any of the above embodiments, comprising the following steps: S1, installing each grouting component 21 on the tunnel body 1; S2, acquiring the deformation amount, joint opening amount, load at different circumferential positions, and load magnitude at different circumferential positions of the tunnel body 1; S3, comparing the load information at different positions of the tunnel body 1, grouting the grouting components 21 in different areas, and monitoring the grouting pressure and deformation rate of the tunnel body in real time. When the joint opening amount, grouting pressure, and convergence rate of tunnel body 1 are close to at least 0.6-0.8 times the set threshold, stop the grouting operation of the grouting component 21 and switch to another grouting component 21 for grouting; S4, repeat steps S2 and S3 to grout each grouting component 21. Each grouting component 21 is grouted using a micro-disturbance multiple grouting method so that the grouting body 22 is connected to the grouting component 21 to form the pile abutment structure 2; S5, terminate the operation when the joint opening amount, convergence rate, and load of tunnel body 1 all reach the specified values.

[0037] In step S1, new holes can be added to the tunnel body 1 as grouting holes, or holes can be reserved in advance as grouting holes. The grouting component 21 is placed in the grouting hole and fixed to the tunnel body 1 by bolts or chemical anchors so that the grouting component 21 and the tunnel body 1 form an integral load-bearing unit.

[0038] In step S2, by acquiring the deformation amount, joint opening amount, and load information at different circumferential positions of the tunnel body 1, the deformation and load conditions of the tunnel body 1 at different positions in the entire circumferential direction can be determined, and the construction sequence of the pile abutment structure 2 at each position can be determined based on the deformation amount and load of the tunnel body 1.

[0039] In step S3, a monitoring device is used to collect information on the deformation, joint opening, and load of the tunnel body 1. The monitoring device can be reused in steps S3 and S4 without the need for additional setup. In this embodiment, the monitoring device can be a fiber optic grating sensor, a distributed fiber optic sensing system, or a laser scanning, millimeter-wave radar, or acoustic ranging device.

[0040] During grouting, the grouting component 21 in the area with the maximum load is grouted first. This allows for priority adjustment of the load in the area with the highest stress concentration in the tunnel body 1. Furthermore, when the load in this area is adjusted, the load in other areas will change. Based on the monitoring results, the next grouting position can be dynamically adjusted to improve the repair efficiency of the tunnel body 1.

[0041] By monitoring the grouting pressure, the deformation rate of the tunnel body, and the joint opening, the grouting progress and the load on the tunnel body 1 are monitored in real time. Furthermore, the timing for stopping grouting of a single grouting body 22 can be determined according to a threshold value, achieving closed-loop control of the grouting operation and making the grouting process controllable. In this embodiment, the stopping threshold for the grouting operation differs from the specified value for terminating the operation in step S5. Each grouting body 22 can be grouted multiple times in a cyclical manner to ensure that the size of the grouting body 22 meets the requirements, thereby achieving the effect of adjusting the surrounding rock load and the deformation of the tunnel body 1. In this embodiment, the threshold value for grouting pressure is preset according to national regulations, and the threshold value for convergence rate is greater than 0.1 mm / d.

[0042] In step S4, a micro-disturbance multiple grouting method is used when grouting each grouting component 21. This method forms the grout body 22 to adjust the load while minimizing the adverse impact on the surrounding environment of the tunnel body 1. The micro-disturbance multiple grouting method, in conjunction with the monitoring equipment, can effectively control and adjust the load of the surrounding rock on the tunnel body 1.

[0043] In step S5, when defects occur in the tunnel body 1, they are mainly manifested as deformation of the segments 11 and opening of the joints. By monitoring the opening amount and convergence rate of the joints to reach the specified values, the repair of the tunnel body 1 can be guaranteed. At the same time, monitoring the circumferential load of the tunnel body 1 to reach the specified values ​​ensures that the load around the tunnel body 1 is uniform, thus achieving the effect of actively adjusting the load.

[0044] The shield tunnel repair method of this application obtains load information at different locations of the tunnel body 1 during the repair of the shield tunnel. First, the grouting component 21 in the area with the maximum load is grouted to form a grout body 22. Then, other grouting components 21 are switched to form grout bodies 22 in sequence. The grouting operation is differentiated according to the load in different locations. By real-time monitoring of convergence rate, joint opening amount and grouting pressure, closed-loop control of the grouting process is realized. By constructing multiple piles as needed, the shield tunnel can form a natural adjustment mechanism under complex loads. Under the condition of meeting the geometric and layout requirements of the grout body 22, the overall deformation of the structure tends to decrease.

[0045] Optionally, in step S2, a three-dimensional laser scanner or a cross-section scanner is used to collect the inner wall of the tunnel body 1 to obtain the deformation of the tunnel body 1; a joint opening sensor is set at the joint position of the tunnel body 1 to detect the joint opening amount; and an earth pressure sensor is set at the contact surface between the tunnel body 1 and the surrounding rock to detect the load at different positions of the tunnel body 1.

[0046] Three-dimensional laser scanners, joint opening sensors, and earth pressure sensors are commonly used information acquisition devices. They can respectively collect the deformation of the inner wall of tunnel body 1, the joint opening of the annular joint, and the load around tunnel body 1, simplifying the information acquisition process.

[0047] Optionally, in step S3, when grouting is performed on two adjacent grouting components 21, there is at least one grouting component 21 between the two grouting components 21.

[0048] When grouting two adjacent grouting components 21, there should be at least one grouting component 21 between the two selected grouting components 21. This ensures that construction is always carried out in the area of ​​maximum load direction and avoids the formation of continuous reinforcement zones due to excessively small distances between grouting bodies 22, thus reducing stress concentration. In this embodiment, a symmetrical skip-sequence grouting method can be used, that is, the grouting component 21 symmetrical to the first grouting operation is selected for the second grouting.

[0049] Optionally, in step S5, the operation is terminated when the joint opening is less than 4 mm, the convergence rate is less than or equal to 0.05 mm / d, and the circumferential load distribution of the tunnel body 1 is uniform.

[0050] According to the construction standards, when the joint opening is less than 4mm, the convergence rate is less than or equal to 0.05mm / d, and the load distribution is uniform, the deformation of the tunnel body 1 under the load has been repaired and meets the requirements of the specifications.

[0051] Example 1 Initial conditions for shield tunnels, and lateral convergence control under uneven lateral load conditions: (1) The earth pressure outside the tunnel is unevenly distributed in the left and right directions, with the pressure on the right side being greater than that on the left side; (2) The initial maximum horizontal convergence of the tunnel is 38 mm; (3) Grouting components with fins are installed at the left and right arch waist positions and the bottom position; (4) The radial length of the grouting body is 1.2 m; (5) The spacing between grouting bodies must be ≥0.5 times the diameter of the grouting body.

[0052] Grouting steps: (1) Grouting is carried out in the right arch waist area of ​​the tunnel until the convergence rate of the area reaches the set threshold. (2) After stopping the grouting on the right side, perform symmetrical skip-sequence grouting at the corresponding position on the left side; (3) After completing the grouting on the left and right sides, perform grouting at the bottom position; (4) Monitor the convergence rate, joint opening amount and grouting pressure during all grouting operations, and terminate or switch grouting holes according to the monitoring results.

[0053] Repair results (1) The left and right arches and the bottom form an independent pile platform structure; (2) The overall horizontal convergence of the tunnel decreases, and the load field changes from a non-uniform state on the left and right to an approximately uniform state.

[0054] Example 2 Initial conditions of shield tunnels, and complex load conditions due to multiple superimposed factors: (1) There is unloading in the top area of ​​the tunnel, and there is lateral disturbance in the lower area at the same time; (2) The initial maximum convergence of the tunnel is 35 mm, and the joint opening of the circumferential joint is 10 mm; (3) Grouting components with fins are evenly distributed along the tunnel circumference to form a radial pile platform arrangement; (4) The radial length of the grouting body is 1.1 m.

[0055] Grouting steps: (1) Perform the first sequence of grouting in the top region; (2) Based on the monitoring data, perform the second sequence of grouting in the left and right areas in sequence; (3) Perform the third sequence of grouting in the bottom region; (4) Grouting in each area is stopped after the convergence rate stabilizes.

[0056] Repair results (1) The overall convergence of the tunnel decreases, and the joint opening decreases; (2) The load field of the surrounding rock changes from a multi-peak distribution state to a uniform circumferential distribution state.

[0057] In summary, this invention provides a structure and method for repairing defects in shield tunnels. Multiple pile abutment structures, each composed of grouting bodies and grouting components, are arranged circumferentially around the tunnel body. These pile abutment structures are anchored to the tunnel body as a whole via the grouting components, functioning as a unified load-bearing unit. Loads are transferred to the tunnel body via the grouting bodies, clearly defining the load path. Each pile abutment structure is independent and does not form a continuous reinforcement zone. The load at different locations on the tunnel body can be adjusted by regulating the size of the grouting bodies in each pile abutment structure, reducing stress concentration on the tunnel body and ensuring uniform load distribution around the tunnel body. This achieves the effect of regulating the load on the external strata of the tunnel. Simultaneously, the increased strata constraint in the areas where the pile abutment structures are located on the tunnel body causes the joints of the tunnel body to move towards a closing direction, reducing the joint opening amount.

[0058] The above description is only a preferred embodiment of the present invention. It should be noted that for those skilled in the art, several improvements and substitutions can be made without departing from the technical principles of the present invention, and these improvements and substitutions should also be considered within the scope of protection of the present invention.

Claims

1. A structure for repairing defects in shield tunnels, characterized in that, The system includes a tunnel body and a pile platform structure fixedly connected to the tunnel body. The pile platform structure is located outside the tunnel body and is arranged in multiple ways at intervals along the circumference of the tunnel body. Each pile platform structure includes a grouting component and a grouting body. The grouting component is anchored to the tunnel body. The tunnel body has a grouting hole communicating with the grouting component. The grouting body covers the outside of the grouting component.

2. The shield tunnel defect repair structure according to claim 1, characterized in that, The minimum circumferential distance between two adjacent pile foundation structures along the tunnel body is S, which satisfies: S≥0.5 m.

3. The shield tunnel defect repair structure according to claim 1, characterized in that, The diameter of the grouting body is D, which satisfies: 0.2 m ≤ D ≤ 1.5 m.

4. The shield tunnel defect repair structure according to claim 1, characterized in that, Along the radial direction of the tunnel body, the length of the grouting body is L, which satisfies: 0.2 m ≤ L ≤ 1.5 m.

5. The shield tunnel defect repair structure according to any one of claims 1-4, characterized in that, The pile foundation structure also includes fins, which are fixedly connected to the grouting component and embedded in the grouting body.

6. The shield tunnel defect repair structure according to any one of claims 1-4, characterized in that, The tunnel body includes several segments connected in a ring, and each segment is provided with a pile platform structure on its outer side.

7. A method for repairing defects in a shield tunnel, used in the shield tunnel defect repair structure according to any one of claims 1-6, characterized in that, Includes the following steps: S1, Install the various grouting components on the tunnel body; S2, obtain the deformation of the tunnel body, the joint opening, the load at different circumferential positions, and the magnitude of the load at different circumferential positions of the tunnel body; S3. Compare the load information at different locations of the tunnel body, grout the grouting components in different areas, and monitor the grouting pressure, deformation rate of the tunnel body and joint opening in real time. When at least one of the grouting pressure and the convergence rate of the tunnel body approaches 0.6-0.8 times the set threshold, stop the grouting operation of the grouting component and switch to another grouting component for grouting. S4. Repeat steps S2 and S3 to grout each grouting component. Each grouting component is grouted multiple times with micro-disturbance so that the grouting body and the grouting component are connected to form a pile platform structure. S5. Work will be terminated once the joint opening, convergence rate, and load of the tunnel body all reach the specified values.

8. The method for repairing defects in shield tunnels according to claim 7, characterized in that, In step S2, a 3D laser scanner or cross-section scanner is used to collect the inner wall of the tunnel body to obtain the deformation of the tunnel body; a joint opening sensor is set at the joint position of the tunnel body to detect the joint opening amount; and an earth pressure sensor is set at the contact surface between the tunnel body and the surrounding rock to detect the load at different positions of the tunnel body.

9. The method for repairing defects in shield tunnels according to claim 7, characterized in that, In step S3, when grouting is performed on two adjacent grouting components, there must be at least one grouting component between the two grouting components.

10. The method for repairing defects in shield tunnels according to claim 7, characterized in that, In step S5, the operation is terminated when the joint opening is less than 4mm, the convergence rate is less than or equal to 0.05mm / d, and the circumferential load distribution of the tunnel body is uniform.

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