Shield body mortar shelling treatment construction method of shield tunneling machine

Abstract

The invention provides a shield body mortar shelling treatment construction method of a shield tunneling machine, which comprises the following steps: S1, measuring and positioning the current surface position of the shield tunneling machine, respectively cutting three cutting grooves at intervals on the ground along the advancing direction of a tunnel, and determining the vibration positions and pile lengths of corresponding steel sheet piles in the three cutting grooves; and S2, the first set of steel sheet piles are made to vibrate after sinking by the preset depth in the corresponding cutting grooves, and the shield tunneling machine is controlled to conduct tunneling movement. And S3, when the shield tunneling machine advances forwards by the axial distance of one ring of duct piece. According to the method, the mode that the shield tunneling machine conducts tunneling while vibrating of a vibrating hammer is adopted, mortar caking and soil mass outside a shield body are loosened so as to achieve the purpose of shield body mortar shelling, an air cushion bin automatic pressure maintaining system is additionally arranged in the shield tunneling machine, shield incision water pressure balance can be accurately controlled, and muddy water pressure fluctuation is greatly reduced through the air pressure buffering effect. The stable pressure environment reduces the possibility that mortar is separated from the shield body due to sudden pressure change, and repeated occurrence of the shelling phenomenon is inhibited from the source.

Description

Technical Field

[0001] This invention relates to the field of tunnel boring machine technology, and more specifically to a construction method for treating the mortar desquamation of the tunnel boring machine shield. Background Technology

[0002] The statements herein provide only background information in relation to this invention and do not necessarily constitute prior art.

[0003] During tunnel boring machine (TBM) construction, mortar detachment often occurs on the shield surface. This is because the mortar injected during tunneling may adhere to the shield surface. As the TBM advances and time passes, some of the mortar separates from the shield due to various factors, resulting in detachment. Mortar detachment not only increases the shield's resistance and affects the TBM's advancement efficiency, but it can also lead to problems such as shield tail seal failure, difficulties in segment assembly, and even threaten the safety and stability of the tunnel structure.

[0004] Currently, the methods for dealing with mortar detachment from the tunnel boring machine (TBM) are relatively traditional. The primary method involves manual cleaning in the confined space between the shield and the tunnel segments when the TBM is stopped. This method is inefficient and carries significant safety risks. Furthermore, traditional methods often fail to thoroughly remove the detached mortar, leading to recurring detachment and failing to address the root cause of the problem. Therefore, there is an urgent need for an efficient, safe, and thorough method for treating mortar detachment from the TBM shield. Summary of the Invention

[0005] The main objective of this invention is to provide a construction method for treating the mortar desquamation of the shield body of a tunnel boring machine.

[0006] To achieve the above objectives, the technical solution of the present invention is as follows: a method for treating the mortar desquamation of a tunnel boring machine shield, comprising the following steps: S1. Measure and locate the current surface position of the tunnel boring machine. Cut three grooves at intervals along the tunnel advancement direction on the ground and determine the vibration position and pile length of the corresponding steel sheet piles in the three grooves. S2. After the first set of sheet piles is driven to a predetermined depth in the corresponding slot, it is vibrated to control the tunneling movement of the shield machine. S3. When the tunnel boring machine advances one ring of segments axially, the second set of sheet piles is driven to a predetermined depth in the corresponding slot and then vibrated, so that the tunnel boring machine can continue to move forward. S4. When the tunnel boring machine advances another ring of segments by an axial distance, the third set of sheet piles is driven into the corresponding slot to a predetermined depth and then vibrated until the tail of the shield passes the third set of sheet piles. Then the vibration of each set of sheet piles is stopped and the tunnel boring machine stops moving. S5. During the execution of steps S1 to S4, the mortar is peeled off from various parts of the shield body in the tunnel boring machine, and mortar residue is formed by pressure water flushing. The mortar residue is discharged to the outside of the ground by vacuum suction. The pressure of the air cushion chamber of the tunnel boring machine is dynamically adjusted to ensure the stability of the excavation face and prevent the ground subsidence. The water pressure balance of the shield cut is achieved in conjunction with the slurry circulation system of the tunnel boring machine.

[0007] Furthermore, before step S1, it is necessary to determine the range and thickness of the mortar wrapping around the outside of the shield body, and then add pressure-holding agent into the radial grouting holes of the shield front in the tunnel, and set a water-stop ring at the tail of the shield.

[0008] Furthermore, pressure-holding agent is added to each radial grouting hole on the outer circumferential direction of the upper semicircular area of ​​the front shield to maintain pressure, and then acidic reagent is injected into the radial grouting holes located on the upper right and upper left of the front shield respectively.

[0009] Furthermore, the pressure-holding agent is a sludge-retaining agent, and the acidic reagent is an oxalic acid solution.

[0010] Furthermore, in step S1, the extension direction of the groove in each group is perpendicular to the tunnel advancing direction, and the number of sheet piles in each group is multiple.

[0011] Furthermore, in step S1, before determining the vibration position and pile length of the corresponding sheet piles in the three cuts, bentonite needs to be injected into the radial grouting holes of the front shield in the tunnel.

[0012] Furthermore, in step S1, the vibration position of the first group of sheet piles in the first cut is located behind the advanced grouting hole of the tunnel boring machine.

[0013] Furthermore, the vibration mode of each group of sheet piles follows the principle of alternating between the middle and the sides until the excavation is completed.

[0014] Furthermore, while the tunnel boring machine is excavating and each sheet pile is vibrating, the shield body is vibrated by alternating between stopping the machine and using multi-point vibration.

[0015] Furthermore, in step S5, a scraper is used to manually peel off the mortar from various parts of the shield body.

[0016] The beneficial effects of this invention are reflected in: The shield mortar delamination treatment method of this invention adopts a method of vibrating the shield while the shield is excavating to loosen the mortar clumps and soil outside the shield, thereby achieving the purpose of mortar delamination. Furthermore, the automatic pressure-maintaining system of the air cushion chamber added to the shield can precisely control the water pressure balance at the shield cut, significantly reducing slurry pressure fluctuations through air pressure buffering. The stable pressure environment reduces the possibility of mortar separation from the shield due to sudden pressure changes, suppressing the recurrence of delamination from the source. Therefore, the support of the excavation face soil is more stable, effectively controlling surface deformation and avoiding uneven stress on the shield due to changes in geological conditions, further reducing the risk of mortar delamination.

[0017] This invention utilizes a reverse circulation mode with backwashing from the air cushion chamber and the mud-water chamber to specifically flush away mortar residue in stagnant areas. Combined with high-pressure cleaning and vacuum suction, it achieves deep cleaning of the desquamated mortar, solving the problem of incomplete cleaning by traditional manual methods. Simultaneously, a washing mode specifically flushes away the mortar and debris that has accumulated at the bottom of the air cushion chamber over a long period, preventing debris buildup from compressing the mortar layer on the shield surface and avoiding secondary desquamation. In summary, through multi-mode collaborative cleaning and coordinated processing of internal systems and external operations, the desquamation efficiency is significantly improved.

[0018] This invention features a pipeline extension and slurry collection mode, which can efficiently recover slurry during the pipeline extension process, reduce pollution inside the tunnel, and prevent residue from falling and impacting the treated mortar layer on the shield surface.

[0019] The washing and backflushing modes of this invention can continuously remove slag and debris from the pipelines and the chamber, avoiding increased tunnel boring machine propulsion resistance due to blockage and ensuring stable tunneling efficiency. Attached Figure Description

[0020] In the attached diagram: Figure 1 This is a schematic flowchart of the method of the present invention; Figure 2 for Figure 1 A plan view showing the positional relationship between the first group of sheet piles and the tunnel boring machine; Figure 3 for Figure 1 A longitudinal schematic diagram showing the positional relationship between the first group of sheet piles and the tunnel boring machine; Figure 4 for Figure 1 A schematic diagram of the transverse cross-section during the driving of the first group of steel sheet piles; Figure 5 for Figure 1 A plan view showing the positional relationship between the second group of sheet piles and the tunnel boring machine; Figure 6 for Figure 1 A longitudinal schematic diagram showing the positional relationship between the second group of sheet piles and the tunnel boring machine; Figure 7 for Figure 1 A schematic diagram of the transverse cross section during the driving of the second group of steel sheet piles; Figure 8 for Figure 1 A plan view showing the positional relationship between the third group of sheet piles and the tunnel boring machine; Figure 9 for Figure 1 A longitudinal schematic diagram showing the positional relationship between the third group of sheet piles and the tunnel boring machine; Figure 10 for Figure 1 A schematic diagram of the transverse cross-section during the driving of the third group of sheet piles. Detailed Implementation

[0021] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments. Obviously, the described embodiments are only a part of the embodiments of the invention, and not all of them. Unless otherwise specified, the embodiments and features described in this application can be combined with each other. All other embodiments obtained by those skilled in the art based on the embodiments of the invention without inventive effort are within the scope of protection of the invention.

[0022] Please combine Figures 1 to 10 .

[0023] The construction method for treating mortar peeling off the shield body of a tunnel boring machine includes the following steps: Before step S1, the extent and thickness of the mortar coating on the outside of the shield body must be determined. This is done by taking core samples from inside and outside the tunnel to verify that the outside of the shield body is coated with grout. Then, pressure-holding agent is added to the radial grouting holes of the shield body in front of the shield body inside the tunnel, and a water-stop ring is installed at the tail of the shield.

[0024] Pressure-holding agent is added to each radial grouting hole on the outer circumferential direction of the 180° area on the upper semicircle of the front shield to maintain pressure, and then acidic reagent is injected into the radial grouting holes located on the upper right and upper left of the front shield respectively.

[0025] Preferably, the pressure-holding agent is a sludge-retaining agent, and the acidic reagent is an oxalic acid solution.

[0026] It should be noted in this embodiment that the mud-effect agent is composed of synthetic sodium-based clay minerals, cellulose derivatives, colloidal stabilizers, and dispersants. The mud-effect method involves separately injecting a high-concentration mud-water material and a plasticity modifier (water glass 40be) into the radial holes of the shield body via pipes. These two liquids are then mixed at a volume ratio of 20:1 to form a high-viscosity, plastic, supportive, and water-retaining gel. This gel is then injected simultaneously into the shield body during tunneling to fill the gap between the shield and the soil, effectively controlling surface settlement caused by shield advancement.

[0027] Meanwhile, the mud film formed by the mud-absorbing effect can prevent synchronous grout from leaking into the cutterhead, reducing the penetration of synchronous grout into the soil layer and achieving a better filling effect. Oxalic acid solution injection into the shield body is mainly used to assist in treating mortar clumps outside the shield. The oxalic acid solution can decompose mortar clumps by soaking without opening the casing. Injecting oxalic acid solution while the tunnel boring machine is excavating can also reduce the risk of mud cake formation.

[0028] S1. Measure and locate the current surface position of the tunnel boring machine. Cut three grooves at intervals along the tunnel advancement direction on the ground and determine the vibration position and pile length of the corresponding steel sheet piles in the three grooves. The vibration position of the first group of steel sheet piles in the first groove is located 0.5m behind the advanced grouting hole of the tunnel boring machine.

[0029] In step S1, the extension direction of the groove in each group is perpendicular to the tunnel advancing direction, and the number of sheet piles in each group is multiple.

[0030] In this embodiment, the first group of sheet piles is arranged at approximately 89° on the top of the shield shell, with a center-to-center spacing of 0.7m. The depth of the sheet piles ranges from 10.1 to 12.0m. The specific positional relationship between the first group of sheet piles and the tunnel boring machine is as follows: Figure 2 .

[0031] In step S1, before determining the vibration position and pile length of the corresponding sheet piles in the three cuts, bentonite needs to be injected into the radial grouting holes of the front shield in the tunnel.

[0032] S2. After the first set of sheet piles is driven to a predetermined depth in the corresponding slot, it is vibrated to control the tunneling movement of the shield machine. S3. When the tunnel boring machine advances one ring of segments by an axial distance, the second set of sheet piles is driven into the corresponding slot to a predetermined depth and then vibrated, so that the tunnel boring machine can continue to move forward. S4. When the tunnel boring machine advances another ring of segments by an axial distance, the third set of sheet piles is driven into the corresponding slot to a predetermined depth and then vibrated until the tail of the shield passes the third set of sheet piles. Then the vibration of each set of sheet piles is stopped and the tunnel boring machine stops moving. In steps S2-S4, the sheet piles are vibrated using a vibratory hammer. The vibration of each group of sheet piles follows the principle of alternating between the middle and the sides until the excavation is completed.

[0033] In addition, while the tunnel boring machine is excavating and each sheet pile is vibrating, the shield body is vibrated by alternating between stopping and multi-point vibration. After the first or second set of sheet piles is vibrated, the tunnel boring machine stops to carry out the second or third set of sheet pile sinking operations. When the tunnel boring machine stops, bentonite is injected into the shield body around the shield body in a timely manner through radial grouting holes, which can effectively prevent the synchronous grout from flowing forward.

[0034] It should be noted that ground settlement is controlled by grouting into the tunnel, minimizing surface grouting. The volume of synchronous grouting is controlled, with a grouting coefficient not exceeding 1.3. Secondary grouting is performed on the top of the corresponding tunnel segment after it exits the shield tail. During surface grouting, firstly, the grouting depth is controlled to 2-3 meters; secondly, bentonite can be appropriately added to the grout to reduce its hardness and prevent it from seeping downwards and mixing with the synchronous grout to form clumps that encase the shield. Ground-penetrating radar can also be used for detection on the surface to promptly identify and address any cavities.

[0035] In this embodiment, during the sinking vibration of the first group of sheet piles; like Figures 2 to 4 The tunnel boring machine (TBM) maintains a tunneling speed of 10 min / min. After every 10-15 minutes of tunneling, the sheet piles are vibrated 10-15 times, alternating between the middle and sides, until tunneling is complete. The three middle sheet piles in each group have their long sides perpendicular to the tunnel axis, while the remaining two side sheet piles have their long sides parallel to the tunnel axis. Driving is stopped once significant resistance is felt at the shield location. Markings are made on the surface at the sheet pile locations to ensure the depth of subsequent sheet pile vibrations and prevent deformation of the TBM shield. Vibration force should be appropriately reduced near the shield location. Backfilling is carried out promptly after the sheet piles are extracted.

[0036] During the sinking and vibration of the second set of sheet piles; like Figures 5 to 7 After the tunnel boring machine (TBM) advances one ring, based on its current position, the vibration location for the second set of sheet piles is determined at a distance of 2 meters from the net width of the first set in the tunneling direction. Sheet piles with a center-to-center spacing of 0.7 meters are arranged within an approximately 89° range on the top of the shield shell, and are offset horizontally from the first set of sheet piles by 0.2 meters. The depth of the second set of sheet piles is between 10.1 and 12.0 meters. The sinking and vibration construction requirements for the second set of sheet piles are the same as those for the first set. The specific positional relationship between the second set of sheet piles and the TBM is as follows: Figure 5 During the second set of sheet pile driving, emergency coordination between the ground and the tunnel should be strengthened. Inside the tunnel, a dedicated person must be assigned to observe in real time whether the segments are deformed, misaligned, or cracked, and whether the shield is deformed. If any abnormalities are found, the ground should be notified to stop the vibration in a timely manner, and traffic diversion and emergency preparations should be made in advance.

[0037] During the sinking and vibration of the third group of sheet piles; like Figures 8 to 10After the tunnel boring machine (TBM) advances one ring, based on its current position, the vibration location for the third set of sheet piles is determined at a distance of 2 meters from the net width of the second set of sheet piles in the tunneling direction. Multiple sheet piles with a center-to-center spacing of 0.7 meters are arranged within an approximately 89° range on the top of the shield shell, and are staggered by 0.2 meters perpendicularly from the second set of sheet piles. The depth of the sheet piles ranges from 10.1 to 12.0 meters. The sinking and vibration construction requirements for the third set of sheet piles are the same as those for the first set. The specific positional relationship between the third set of sheet piles and the TBM is detailed below. Figure 8 .

[0038] S5. During the execution of steps S1 to S4, the mortar in various parts of the shield body is manually peeled off by scrapers in the tunnel boring machine, and mortar residue is formed by pressure water flushing. The mortar residue is discharged to the outside of the ground by vacuum suction. The pressure of the air cushion chamber of the tunnel boring machine is dynamically adjusted to ensure the stability of the excavation face and prevent the ground subsidence. The water pressure balance of the shield cut is achieved in conjunction with the slurry circulation system of the tunnel boring machine.

[0039] In this embodiment, an automatic pressure-maintaining system for the air cushion chamber is added to the tunnel boring machine (TBM) to maintain stable pressure in the air cushion chamber, enabling dynamic adjustment of the air cushion chamber pressure. This automatic pressure-maintaining system is also connected to the TBM's slurry circulation system to achieve water pressure balance at the tunnel cut.

[0040] Specifically, the automatic pressure-maintaining system of the air cushion chamber is mainly used to maintain stable pressure in the air cushion chamber, ensuring the stability of the excavation face and preventing surface subsidence. The automatic pressure-maintaining system includes a remote control system, an air intake system, and an exhaust system. Before construction, the target pressure value of the air cushion chamber is preset according to geological conditions. Pressure sensors monitor the air cushion chamber pressure in real time and provide feedback to the control room. When the pressure is insufficient, the air intake system is activated to replenish air; when the pressure is too high, the exhaust system is activated to release air, achieving precise remote pressure control. The automatic pressure-maintaining system of the air cushion chamber has high adjustment accuracy (±0.05 bar) and can accurately control pressure (settlement control during tunneling). The automatic pressure-maintaining system of the air cushion chamber of this tunnel boring machine can achieve water pressure balance at the shield cut. The shield uses air pressure to control the slurry pressure. Air pressure has a buffering effect, resulting in small fluctuations in slurry pressure, more stable support for the excavation face soil layer, and more favorable control of surface deformation.

[0041] Specifically: The automatic pressure-maintaining system of the air cushion chamber is connected to the mud-water circulation system. The mud circulation working modes are mainly divided into bypass mode, tunneling mode, reverse circulation mode, chamber washing mode, shutdown pressure-maintaining mode and pipeline extension mud collection mode.

[0042] The bypass mode is an intermediate transition mode. The flow rate and pressure of the grout inlet and outlet pipes are controlled by adjusting the speed of the grout inlet pump and the grout outlet pump. At the same time, the grout outlet pump / grout inlet pump in the tunnel are synchronously adjusted to the required speed and flow rate.

[0043] The conventional tunneling mode, the air cushion direct discharge tunneling mode, the air cushion chamber backwashing mode, and the mud and water chamber backwashing mode are all switched by the bypass mode.

[0044] The tunneling mode needs to be switched via a bypass mode. The required flow rate and pressure are achieved by adjusting the speed of the feed / discharge pumps, and these flow rates and pressures are adapted to the advancing speed and geological conditions. The tunneling modes are divided into conventional tunneling mode and air cushion direct-discharge tunneling mode. Both conventional tunneling mode and air cushion direct-discharge tunneling mode are switched via a bypass mode.

[0045] The reverse circulation mode requires switching to the bypass mode. By switching the flow direction of the slurry inlet / outlet, the bottom of the mud-water tank, the stagnant area at the bottom of the air cushion tank, and the pipeline in front of the pump are flushed. This mode can achieve continuous flushing until the blockage area is cleared. The backflushing mode is divided into the air cushion tank backflushing mode and the mud-water tank backflushing mode.

[0046] The air cushion chamber washing mode involves flushing and cleaning the mud and slag that have accumulated at the bottom of the air cushion chamber over a long period of time. The mud and slag are flushed through the flushing pipe at the bottom of the air cushion chamber, and then transported to the slurry discharge pipe through the connecting pipe at the bottom of the air cushion chamber. The continuous flushing and slurry circulation transports the slag and slag at the bottom of the air cushion chamber to the slurry discharge pipe and out of the tunnel.

[0047] Shutdown and Pressure Holding Mode: When the slurry shield tunneling machine is shut down for a long time, the system will operate in the long-term shutdown and pressure holding mode. In this mode, the system will monitor and control the liquid level in the air cushion chamber at all times, that is, monitor the loss of slurry at the tunnel face and replenish the slurry.

[0048] Pipeline extension and slurry collection mode: During tunneling, the slurry inlet / outlet pipes need to be periodically lengthened using an extension device, while the slurry inside the slurry pipes needs to be treated. The designed pipeline extension and slurry collection system can quickly discharge the slurry in the main inlet and outlet pipes to the air cushion chamber or temporary slurry storage tank, effectively recycling the slurry.

[0049] The slurry collection mode for pipeline extension needs to be switched when the machine is stopped. Throughout the construction cycle, the slurry pipe needs to be lengthened, and the slurry inside the pipe needs to be collected and treated.

[0050] 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 should be included within the protection scope of the present invention.

[0051] It should be noted that if the embodiments of the invention involve directional indicators (such as up and down), the directional indicators are only used to explain the relative positional relationship and movement of the components in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indicators will also change accordingly.

[0052] Furthermore, the meaning of "and / or" throughout the text includes three parallel solutions. Taking "A and / or B" as an example, it includes solution A, solution B, or a solution that satisfies both A and B. Additionally, if the embodiments of the invention involve descriptions such as "first," "second," etc., these descriptions are for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, features defined with "first" or "second" can explicitly or implicitly include at least one of those features. Furthermore, "multiple" refers to two or more. Moreover, the technical solutions of the various embodiments can be combined with each other, but this must be based on the ability of a person skilled in the art to implement them. When the combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by the invention.

Claims

1. A construction method for treating mortar peeling from the shield body of a tunnel boring machine, characterized in that, Includes the following steps: S1. Measure and locate the current surface position of the tunnel boring machine. Cut three grooves at intervals along the tunnel advancement direction on the ground and determine the vibration position and pile length of the corresponding steel sheet piles in the three grooves. S2. After the first set of sheet piles is driven to a predetermined depth in the corresponding slot, it is vibrated to control the tunneling movement of the shield machine. S3. When the tunnel boring machine advances one ring of segments axially, the second set of sheet piles is driven to a predetermined depth in the corresponding slot and then vibrated, so that the tunnel boring machine can continue to move forward. S4. When the tunnel boring machine advances another ring of segments by an axial distance, the third set of sheet piles is driven into the corresponding slot to a predetermined depth and then vibrated until the tail of the shield passes the third set of sheet piles. Then the vibration of each set of sheet piles is stopped and the tunnel boring machine stops moving. S5. During the execution of steps S1 to S4, the mortar is peeled off from various parts of the shield body in the tunnel boring machine, and mortar residue is formed by pressure water flushing. The mortar residue is discharged to the outside of the ground by vacuum suction. The pressure of the air cushion chamber of the tunnel boring machine is dynamically adjusted to ensure the stability of the excavation face and prevent the ground subsidence. The water pressure balance of the shield cut is achieved in conjunction with the slurry circulation system of the tunnel boring machine.

2. The method for treating mortar desquamation of the shield body of a tunnel boring machine as described in claim 1, characterized in that, Before step S1, the range and thickness of the mortar wrapping on the outside of the shield body must be determined first. Then, pressure-holding agent is added to the radial grouting holes of the shield front in the tunnel, and a water-stop ring is installed at the tail of the shield.

3. The method for treating mortar desquamation of the shield body of a tunnel boring machine as described in claim 2, characterized in that, Pressure-holding agent is added to each radial grouting hole on the outer circumferential direction of the upper semicircular area of ​​the front shield to maintain pressure, and then acidic reagent is injected into the radial grouting holes located on the upper right and upper left of the front shield respectively.

4. The method for treating mortar peeling of the shield body of a tunnel boring machine as described in claim 3, characterized in that, The pressure-holding agent is ketamine, and the acidic reagent is oxalic acid solution.

5. The method for treating mortar desquamation of the shield body of a tunnel boring machine as described in claim 1, characterized in that, In step S1, the extension direction of each group of grooves is perpendicular to the tunnel advancing direction, and the number of sheet piles in each group is multiple.

6. The method for treating mortar desquamation of the shield body of a tunnel boring machine as described in claim 1, characterized in that, In step S1, before determining the vibration position and pile length of the corresponding sheet piles in the three cuts, bentonite needs to be injected into the radial grouting holes of the front shield in the tunnel.

7. The method for treating mortar desquamation of the shield body of a tunnel boring machine as described in claim 1, characterized in that, In step S1, the vibration position of the first group of sheet piles in the first cut is located behind the advanced grouting hole of the tunnel boring machine.

8. The method for treating mortar desquamation of the shield body of a tunnel boring machine as described in claim 1, characterized in that, The vibration mode of each group of sheet piles follows the principle of alternating between the middle and the sides until the excavation is completed.

9. The method for treating mortar delamination of the shield body of a tunnel boring machine as described in claim 1, characterized in that, In step S5, while the tunnel boring machine is excavating and each sheet pile is vibrating, the shield body is vibrated by alternating between stopping and multi-point vibration.

10. The method for treating mortar desquamation of the shield body of a tunnel boring machine as described in claim 1, characterized in that, The mortar in various parts of the shield body is manually peeled off using a scraper.

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