Shield tail outer wall slurry wrapping treatment device and method in tunneling

Abstract

The invention relates to the technical field of tunnel engineering, in particular to a shield tail outer wall slurry wrapping treatment device and method in tunneling. The device comprises a steel sheet pile assembly used for conducting groove machining according to the shield tail radian of a shield body; the driving driving assembly comprises a pile driver and a vibratory hammer, the pile driver is used for clamping the steel sheet pile assembly and achieving lifting and moving, the vibratory hammer is connected with the pile driver, and the vibratory hammer is used for driving the steel sheet pile assembly to sink and generate vibration to loosen the wrapping slurry. The slurry wrapping cleaning effect is good, through precise driving and directional vibration of the IV new Larsen steel sheet pile, mortar cakes and soil mass on the outer wall of the shield tail can be efficiently loosened and removed, full-coverage treatment is achieved in combination with propelling of a shield tunneling machine, and it is ensured that no slurry residues exist.

Description

Technical Field

[0001] This invention relates to the field of tunnel engineering technology, and more specifically, to a device and method for treating the outer wall of the shield tail during tunnel excavation with grout coating. Background Technology

[0002] During tunnel boring machine (TBM) excavation, mortar clumps and soil can easily adhere to the outer wall of the shield tail (i.e., mortar buildup). If not cleaned in time, this can increase the TBM's propulsion resistance, affect construction efficiency, and even lead to shield tail deformation. Further shield tail deformation can affect the quality of tunnel segment assembly, causing safety hazards such as leakage and structural instability. Additionally, during construction shutdowns, ground subsidence is likely to occur, and unauthorized personnel entering the site can also pose safety risks.

[0003] Existing methods for removing grout often suffer from incomplete cleaning, low efficiency, and a lack of comprehensive safety measures, making them unsuitable for the high standards required for tunnel construction. Therefore, there is an urgent need for a technical solution that can efficiently remove grout, accurately restore deformation, and ensure construction safety. Summary of the Invention

[0004] This invention aims to at least partially solve one of the technical problems in related technologies. Therefore, the objective of this invention is to provide a device and method for treating the slurry coating on the outer wall of the shield tail during tunnel excavation, which can solve the problem of difficult slurry removal from the shield tail.

[0005] To achieve the above and other related objectives, the present invention provides a device for treating the outer wall of the shield tail during tunnel excavation with grout coating, comprising: Sheet pile assemblies are used for beveling according to the tail curvature of the shield body; The driving assembly includes a pile driver and a vibratory hammer. The pile driver is used to clamp the sheet pile assembly and realize lifting and moving. The vibratory hammer is connected to the pile driver and is used to drive the sheet pile assembly to sink and generate vibration to loosen the grout.

[0006] In one embodiment of the present invention, the sheet pile assembly uses 4-5 IV-rated Larssen sheet piles.

[0007] In one embodiment of the present invention, the bottom of the groove at the pile tip of the sheet pile assembly is closed, and the latch is coated with lubricating oil.

[0008] In one embodiment of the present invention, the device further includes: a measuring device, a grouting device, a monitoring device, and a warning and protection device. The measuring device is used for positioning and verticality detection. The grouting device is used for injecting inert grout into radial holes and injecting bentonite into the soil chamber and above the shield body. The monitoring device is used for monitoring ground deformation. The warning and protection device is used for setting up a warning area.

[0009] The present invention also provides a method for treating the outer wall of the shield tail during tunnel excavation with grout coating, comprising the above-mentioned device for treating the outer wall of the shield tail during tunnel excavation, wherein the method for treating the outer wall of the shield tail during tunnel excavation includes: S1. Measurement and positioning: Based on the location of the tunnel boring machine, determine the vibration location as the set position behind the shield hinge. Attach at least two reflective stickers to the sheet pile assembly for subsequent verticality and position deviation measurements. S2. Determine the elevation by drilling; clarify the construction elevation parameters through drilling operations. S3. Injecting inert grout into radial holes: Injecting inert grout into radial holes in the formation surrounding the shield tail; S4. The steel sheet pile assembly is driven and vibrated. The steel sheet pile assembly is cut according to the size of the tunnel boring machine and the position of the grout. The steel sheet pile assembly is clamped by a pile driver. S5. Tunnel Boring Machine Advancement and Grouting Cleaning: Control the tunnel boring machine to advance forward at a speed of less than 10 mm / min for about one ring. During the advancement, the pile driver clamps the steel sheet pile components and continuously cycles through the vibration mode in sequence. The tunnel boring machine pauses excavation every 15 cm and repeatedly vibrates all the steel sheet pile components to ensure that the outer grouting is fully covered.

[0010] In one embodiment of the present invention, it further includes: S6. Downtime protection: Monitoring will be conducted during the downtime phase of the construction process.

[0011] In one embodiment of the present invention, the steel sheet pile assembly driving and vibration in step S4, the cutting of the steel sheet pile assembly according to the size of the tunnel boring machine and the position of the encapsulated grout, and the clamping of the steel sheet pile assembly by a pile driver include: S41. Determine the arc dimensions of the shield machine at the location of the sheet pile assembly, and cut the sheet pile assembly accordingly based on the dimensions. S42. Stop the pile driver at the nearest construction platform, attach the vibratory hammer, and straighten the oil pipes and cables; hoist the steel sheet pile assembly under the pile hammer, apply lubricating oil to the interlock, clamp the steel sheet pile assembly with the pile driver and lift it to the pile driving location. S43. After verifying the position of the sheet pile assembly, use the vibratory hammer and the sheet pile assembly to drive the pile to a certain depth below the ground. Start the vibratory hammer for a test run of 30 seconds, and then continue vibrating to drive the pile to a solid soil layer. Control the pile driving speed to ensure that the pile body is vertical. S44. When the steel sheet pile assembly is 40cm away from the design height, stop vibrating and continue to sink using inertia. After hitting the shield, immediately stop inserting downwards and lift the steel sheet pile assembly up 5~10cm. S45. Drive all sheet pile components in sequence according to the above process. Measure every meter of soil penetration during the driving process. If the pile body is tilted, use a steel wire rope to pull the pile body along the driving side to correct it.

[0012] In one embodiment of the present invention, the downtime protection in step S6, during the downtime phase of the construction process, includes monitoring including: S61: Inject bentonite into the soil chamber to maintain a high soil chamber level and keep the soil pressure between 1.3 and 1.8 Bar. At the same time, continuously inject bentonite into the top of the shield to fill the gaps. S62: Densified monitoring points, conducting ground deformation monitoring once a day and promptly reporting deformation status; S63: Establish a restricted area and arrange 24-hour ground patrols to prevent unauthorized personnel from entering. S64: Perform routine maintenance and inspections on the tunnel boring machine.

[0013] In one embodiment of the present invention, the set position is 70cm behind the shield hinge.

[0014] As described above, the device and method for treating the outer wall of the shield tail during tunnel excavation according to the present invention have the following beneficial effects: This invention relates to a device and method for treating grout coating on the outer wall of the shield tail during tunnel excavation. The grout coating removal effect is good. Through the precise installation and directional vibration of the IV-type Larsen steel sheet piles, the grout clumps and soil on the outer wall of the shield tail can be efficiently loosened and removed. Combined with the advancement of the tunnel boring machine, full coverage treatment is achieved to ensure no grout residue.

[0015] This invention provides a device and method for treating the outer wall of the shield tail during tunnel excavation with grout coating. It is simple and efficient to operate, has a clear construction process, smooth connection between each step, and requires readily available conventional equipment. It has high construction efficiency, can quickly solve the problems of grout coating and deformation, and reduce the impact on tunnel excavation.

[0016] This invention relates to a device and method for treating the outer wall of the shield tail during tunnel excavation with grout coating. It has a wide range of applications and is suitable for shield tunneling at different burial depths. It is especially suitable for shield tail grout coating treatment and deformation recovery under complex geological conditions such as pond edges, and has strong practicality.

[0017] This invention provides a device and method for treating the outer wall of the shield tail during tunnel excavation with grout coating. The device ensures construction safety and is equipped with measures such as bentonite injection, stratum monitoring, and safety warnings to effectively prevent surface subsidence, provide timely warnings of stratum deformation risks, prevent unauthorized personnel from entering, and ensure safety throughout the entire construction process. Attached Figure Description

[0018] Figure 1 This is a schematic diagram of a grout coating device for the outer wall of the shield tail during tunnel excavation, according to an embodiment of the present invention. Figure 2 This is a schematic diagram of the N-type Larssen sheet pile structure of a shield tail outer wall grouting treatment device in tunnel excavation according to an embodiment of the present invention; Figure 3 This is a schematic diagram of the steel sheet pile installation of a shield tail outer wall grouting treatment device in tunnel excavation according to an embodiment of the present invention; Figure 4 This is a schematic diagram of sheet pile cutting in a shield tail outer wall grouting treatment device according to an embodiment of the present invention; Figure 5 This is a schematic diagram of the installation and installation of a shield tail outer wall grouting treatment device in tunnel excavation according to an embodiment of the present invention; Figure 6 This is a flowchart of a method for treating the outer wall of the shield tail during tunnel excavation according to an embodiment of the present invention.

[0019] The components include: 1. Sheet pile assembly; 2. Driving drive assembly; 3. Grouting coating; 4. Shield tail. Detailed Implementation

[0020] The following specific examples illustrate the implementation of the present invention. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification. The present invention can also be implemented or applied through other different specific embodiments, and various details in this specification can also be modified or changed based on different viewpoints and applications without departing from the spirit of the present invention. It should be noted that, unless otherwise specified, the following embodiments and features described therein can be combined with each other.

[0021] It should be noted that the illustrations provided in the following embodiments are only schematic representations of the basic concept of the present invention. Therefore, the illustrations only show the components related to the present invention and are not drawn according to the actual number, shape and size of the components in the actual implementation. In the actual implementation, the form, quantity and proportion of each component can be arbitrarily changed, and the layout of the components may also be more complex.

[0022] Terms such as "first" or "second" may be used to describe various components, but these components are not limited by the terms described above. The terms described above are used to distinguish one component from another; for example, without departing from the scope of the concept according to this disclosure, a first component may be referred to as a second component, and similarly, a second component may be referred to as a first component.

[0023] Furthermore, "connected / linked" indicates that one component is directly electrically connected to another component or indirectly electrically connected through another component. Unless otherwise explicitly stated in the sentence, the singular form may include the plural form. Additionally, the terms "comprising / including" or "containing / including" as used in this specification indicate the presence or addition of one or more components, steps, operations, and elements. Specific structural or functional descriptions of examples of embodiments of the concepts disclosed in this specification are merely illustrative to describe examples of embodiments of the concepts, and examples of embodiments of the concepts can be implemented in various forms, but these descriptions are not limited to the examples of embodiments described in this specification.

[0024] Based on the concept, various modifications and changes can be applied to examples of embodiments, such that examples of embodiments will be illustrated in the accompanying drawings and described in the specification. However, examples of embodiments based on the concept are not limited to specific embodiments, but include all changes, equivalents, or substitutions included within the spirit and scope of this disclosure.

[0025] It should be understood that when describing an element as "connected" or "linked" to another element, the element may be directly connected or linked to the other element, or it may be connected or linked to the other element via a third element. Conversely, it should be understood that when an element is described as "directly connected to" or "directly linked to" another element, no other element is placed between them. Other expressions describing relationships between components (i.e., "between" and "directly between" or "adjacent to" and "directly adjacent to") need to be interpreted in the same way.

[0026] The terminology used in this specification is for the purpose of describing specific examples of implementations only and is not intended to limit this disclosure. The singular form may include the plural form unless there is an explicit contrary meaning in the context. It should be understood in this specification that the terms "comprising" or "having" indicate the presence of the features, quantities, steps, operations, components, parts, or combinations thereof described in the specification, but do not preclude the possibility of the presence or addition of one or more other features, quantities, steps, operations, components, parts, or combinations thereof.

[0027] Unless otherwise defined, all terms used herein (including technical or scientific terms) shall have the same meaning as commonly understood by one of ordinary skill in the art. If a term is not clearly defined in a common dictionary in this specification, it shall be interpreted as having the same meaning as in the context of the relevant art, and not as an ideal or overly formal meaning.

[0028] Descriptions of known components and processing techniques may be omitted to avoid unnecessarily obscuring the embodiments of this disclosure.

[0029] Throughout this specification, the same reference numerals refer to the same elements. Therefore, even if a reference numeral is not mentioned or described with reference to one drawing, it may be mentioned or described with reference to another drawing. Furthermore, even if a reference numeral is not shown in one drawing, it may be mentioned or described with reference to another drawing.

[0030] Additionally, the logic level of a signal may be different from or opposite to the logic level described. For example, a signal described as having a logic "high" level may optionally have a logic "low" level, and a signal described as having a logic "low" level may optionally have a logic "high" level.

[0031] The embodiments of this disclosure will now be described in detail with reference to the accompanying drawings. However, those skilled in the art will understand that many technical details have been provided in the embodiments of this disclosure to facilitate a better understanding of the disclosure. However, the technical solutions claimed in this disclosure can be implemented even without these technical details and various variations and modifications based on the following embodiments.

[0032] This invention provides a device for treating the outer wall of the shield tail during tunnel excavation with grout coating, comprising: Steel sheet pile assembly 1, which is used for beveling according to the arc of the shield tail 4 of the shield body; The driving component 2 includes a pile driver and a vibratory hammer. The pile driver is used to clamp the sheet pile component 1 and realize lifting and moving. The vibratory hammer is connected to the pile driver and is used to drive the sheet pile component 1 to sink and generate vibration to loosen the grout 3.

[0033] Specifically, the sheet pile assembly 1 uses 4-5 IV-grade Larssen sheet piles. The bottom of the groove at the pile tip of the sheet pile assembly 1 is sealed, and the locking mechanism is coated with lubricating oil.

[0034] Specifically, the shield tail outer wall grouting treatment device of the present invention further includes: measuring equipment, grouting equipment, monitoring equipment and warning and protection equipment. The measuring equipment is used for positioning and verticality detection. The grouting equipment is used for injecting inert grout in radial holes and injecting bentonite into the soil chamber and above the shield body. The monitoring equipment is used for monitoring stratum deformation. The warning and protection equipment is used for setting up warning areas.

[0035] In one embodiment of the present invention, a shield tail outer wall grouting treatment device for tunnel excavation includes a steel sheet pile assembly 1, a driving assembly 2, a straightening assembly and an auxiliary assembly. The components work together to achieve grouting cleaning, deformation correction and safety assurance functions.

[0036] The sheet pile assembly 1 uses IV-grade Larsen sheet piles, with a quantity of 4-5 piles. The bevel is processed according to the shield curvature to ensure that it basically matches the contact surface with the shield and improves the vibration transmission efficiency. The bottom of the pile tip groove is sealed to prevent soil from squeezing into the lock. The lock is coated with lubricating oil to reduce frictional resistance during the driving process and ensure smooth lock engagement.

[0037] The pile driver in the driving assembly 2 is used to clamp the sheet piles and realize lifting, moving and moving. The vibratory hammer works in conjunction with the pile driver to drive the sheet piles to sink to the design depth and to loosen the mortar clumps and soil on the outer wall of the shield tail through vibration, providing power for grout cleaning.

[0038] The auxiliary components include measuring equipment such as total stations and levels, used for positioning before construction and detecting verticality and positional deviations during construction; grouting equipment is used to inject inert grout and bentonite, where the inert grout softens the coating and the bentonite maintains soil pressure, fills voids, and prevents surface subsidence; monitoring equipment is used to monitor ground deformation in real time and provide timely risk warnings; and warning and protection equipment is used to set up warning zones to ensure construction safety.

[0039] The present invention also provides a method for treating the outer wall of the shield tail during tunnel excavation with grout coating, comprising the above-mentioned device for treating the outer wall of the shield tail during tunnel excavation, wherein the method for treating the outer wall of the shield tail during tunnel excavation includes: S1. Measurement and positioning: Based on the location of the tunnel boring machine, determine the vibration location as the set position behind the shield hinge. Attach at least two reflective stickers to the sheet pile assembly 1 for subsequent verticality and position deviation measurements. S2. Determine the elevation by drilling; clarify the construction elevation parameters through drilling operations. S3. Inject inert grout into radial holes: Inject inert grout into the radial holes of the strata surrounding the shield tail 4. S4. The sheet pile assembly 1 is driven and vibrated. The sheet pile assembly 1 is cut according to the size of the tunnel boring machine and the position of the grout 3. The sheet pile assembly 1 is clamped by a pile driver. S5. Tunnel Boring Machine Advancement and Grouting Cleaning: Control the tunnel boring machine to advance forward at a speed of less than 10 mm / min for about 1 ring. During the advancement, the pile driver clamps the steel sheet pile assembly 1 and continuously cycles the vibration mode in sequence. The tunnel boring machine pauses excavation every 15 cm and repeatedly vibrates all the steel sheet pile assemblies 1 to ensure that the outer grout 3 is fully covered.

[0040] S6. Downtime protection: Monitoring will be conducted during the downtime phase of the construction process.

[0041] Specifically, in step S4, the sheet pile assembly 1 is driven and vibrated. The sheet pile assembly 1 is cut according to the dimensions of the tunnel boring machine and the position of the encapsulating grout 3. The sheet pile assembly 1 is held in place by a pile driver, including: S41. Determine the arc dimension of the shield machine at the driving position of sheet pile component 1, and cut the sheet pile component 1 accordingly based on the dimension. S42. Stop the pile driver at the nearest construction platform, attach the vibratory hammer, and straighten the oil pipes and cables; hoist the steel sheet pile assembly 1 under the pile hammer, apply lubricating oil to the interlock, clamp the steel sheet pile assembly 1 with the pile driver and lift it to the pile driving location. S43. After verifying the position of sheet pile assembly 1, use the vibratory hammer and the sheet pile assembly 1 to drive the pile to a certain depth below the ground. Start the vibratory hammer for a test run of 30 seconds, and then continue vibrating to drive the pile to a solid soil layer. Control the pile driving speed to ensure that the pile body is vertical. S44. When the sheet pile assembly 1 is 40cm away from the design height, stop vibrating and continue to sink using inertia. After hitting the shield, stop inserting it immediately and lift the sheet pile assembly 1 up by 5~10cm. S45. Drive all sheet pile components 1 in sequence according to the above process. Measure once every meter of soil penetration during the driving process. If the pile body is tilted, use a steel wire rope to pull the pile body along the driving side to correct it.

[0042] Specifically, the downtime protection in step S6, during the downtime phase of the construction process, includes monitoring the following: S61: Inject bentonite into the soil chamber to maintain a high soil chamber level and keep the soil pressure between 1.3 and 1.8 Bar. At the same time, continuously inject bentonite into the top of the shield to fill the gaps. S62: Densified monitoring points, conducting ground deformation monitoring once a day and promptly reporting deformation status; S63: Establish a restricted area and arrange 24-hour ground patrols to prevent unauthorized personnel from entering. S64: Perform routine maintenance and inspections on the tunnel boring machine.

[0043] Specifically, the designated position is 70cm behind the shield hinge.

[0044] In one embodiment of the present invention, measurement and positioning are first performed to accurately determine the vibration location, providing a benchmark for subsequent construction; determining the elevation of the pilot hole ensures that the steel sheet pile driving depth meets the requirements; injecting inert grout into the radial hole can soften the surrounding strata and the grout coating, reducing the difficulty of cleaning.

[0045] The sheet pile driving process strictly follows the operating procedures. From equipment preparation, pile hoisting, positioning verification to vibration sinking, every step emphasizes precision control, especially the adjustment of the pile's verticality to ensure effective contact between the sheet pile and the shield. After the sheet pile hits the shield, it is lifted 5-10cm to avoid damage to the shield and ensure that the vibration effect is effectively transmitted to the grouting layer.

[0046] The tunnel boring machine advances and the sheet piles vibrate simultaneously, with the advance speed controlled within 10 mm / min to ensure that the grout has enough time to be broken up and cleaned. The sheet piles are paused and vibrated repeatedly every 15 cm to achieve full coverage of the grout and improve the thoroughness of the cleaning.

[0047] Comprehensive safety measures are in place during downtime, including pressure maintenance, deformation monitoring, safety precautions, and equipment maintenance, effectively preventing risks such as ground subsidence, accidental personnel intrusion, and equipment failure, ensuring the continuity and safety of construction.

[0048] In summary, the present invention provides a device and method for treating the grout coating on the outer wall of the shield tail during tunnel excavation. The grout coating removal effect is good. Through the precise installation and directional vibration of the IV-type Larssen steel sheet piles, the mortar clumps and soil on the outer wall of the shield tail can be efficiently loosened and removed. Combined with the advancement of the tunnel boring machine, full coverage treatment is achieved to ensure no grout residue.

[0049] The above embodiments are merely illustrative of the principles and effects of the present invention and are not intended to limit the invention. Any person skilled in the art can modify or alter the above embodiments without departing from the spirit and scope of the present invention. Therefore, all equivalent modifications or alterations made by those skilled in the art without departing from the spirit and technical concept disclosed in the present invention should still be covered by the claims of the present invention.

Claims

1. A device for treating the outer wall of the shield tail during tunnel excavation with grout coating, characterized in that, include: Steel sheet pile assembly (1), which is used for beveling according to the arc of the shield tail (4) of the shield body; The driving assembly (2) includes a pile driver and a vibratory hammer. The pile driver is used to clamp the sheet pile assembly (1) and realize lifting and moving. The vibratory hammer is connected to the pile driver and is used to drive the sheet pile assembly (1) to sink and generate vibration to loosen the grout (3).

2. The grout coating device for the outer wall of the shield tail during tunnel excavation according to claim 1, characterized in that: The sheet pile assembly (1) uses 4-5 IV-rated Larsen sheet piles.

3. The grout coating device for the outer wall of the shield tail during tunnel excavation according to claim 2, characterized in that: The bottom of the groove at the tip of the sheet pile assembly (1) is closed, and the latch is coated with lubricating oil.

4. The grout coating device for the outer wall of the shield tail during tunnel excavation according to any one of claims 1 to 3, characterized in that, Also includes: The equipment includes measuring equipment, grouting equipment, monitoring equipment, and warning and protection equipment. The measuring equipment is used for positioning and verticality detection. The grouting equipment is used for injecting inert grout into radial holes and injecting bentonite into the soil chamber and above the shield body. The monitoring equipment is used for monitoring ground deformation. The warning and protection equipment is used for setting up warning areas.

5. A method for treating the outer wall of the shield tail during tunnel excavation with grout coating, characterized in that, The tunnel boring machine includes the shield tail outer wall grouting treatment device according to any one of claims 1 to 4, and the tunnel boring machine shield tail outer wall grouting treatment method includes: S1. Measurement and positioning: Based on the location of the tunnel boring machine, determine the vibration location as the set position behind the shield hinge. Attach at least two reflective stickers to the sheet pile assembly (1) for subsequent verticality and position deviation measurement. S2. Determine the elevation by drilling; clarify the construction elevation parameters through drilling operations. S3. Inject inert grout into radial holes, injecting inert grout into the radial holes of the strata surrounding the shield tail (4); S4. The sheet pile assembly (1) is driven and vibrated. The sheet pile assembly (1) is cut according to the size of the tunnel boring machine and the position of the grout (3). The sheet pile assembly (1) is clamped by a pile driver. S5. Shield machine advancement and grout cleaning: Control the shield machine to advance forward at a speed of less than 10 mm / min for about 1 ring. During the advancement, the pile driver clamps the steel sheet pile assembly (1) and continuously cycles the vibration mode in sequence. The shield machine pauses the excavation every 15 cm and repeatedly vibrates all the steel sheet pile assemblies (1) to ensure that the outer grout (3) is fully covered.

6. The method for treating the outer wall of the shield tail during tunnel excavation with grout as described in claim 5, characterized in that, Also includes: S6. Downtime protection: Monitoring will be conducted during the downtime phase of the construction process.

7. A method for treating the outer wall of the shield tail during tunnel excavation with grout coating according to claim 5, characterized in that, The sheet pile assembly (1) in step S4 is driven and vibrated. The sheet pile assembly (1) is cut according to the size of the tunnel boring machine and the position of the encapsulating grout (3). The sheet pile assembly (1) is held by a pile driver. S41. Determine the arc dimension of the shield machine at the driving position of the sheet pile assembly (1), and cut the sheet pile assembly (1) accordingly based on the dimensions; S42. Stop the pile driver at the nearest construction platform, attach the vibratory hammer, and straighten the oil pipes and cables; hoist the steel sheet pile assembly (1) under the pile hammer, apply lubricating oil to the lock, clamp the steel sheet pile assembly (1) with the pile driver and lift it to the pile driving location; S43. After verifying the position of the sheet pile assembly (1), use the vibratory hammer and the sheet pile assembly (1) to drive the pile to a certain depth below the ground. Start the vibratory hammer for 30 seconds and then continue to drive the pile to a solid soil layer. Control the pile driving speed to ensure that the pile body is vertical. S44. When the sheet pile assembly (1) is 40cm away from the design height, stop vibrating and continue to sink using inertia. After hitting the shield, stop inserting downwards immediately and lift the sheet pile assembly (1) up 5~10cm. S45. Drive all sheet pile components (1) in sequence according to the above process. Measure once every meter of soil penetration during the driving process. If the pile body is tilted, use a steel wire rope to pull the pile body along the driving side to correct it.

8. A method for treating the outer wall of the shield tail during tunnel excavation with grout coating according to claim 6, characterized in that, The downtime protection in step S6 includes monitoring during the downtime phase of construction, including: S61: Inject bentonite into the soil chamber to maintain a high soil chamber level and keep the soil pressure between 1.3 and 1.8 Bar. At the same time, continuously inject bentonite into the top of the shield to fill the gaps. S62: Densified monitoring points, conducting ground deformation monitoring once a day and promptly reporting deformation status; S63: Establish a restricted area and arrange 24-hour ground patrols to prevent unauthorized personnel from entering. S64: Perform routine maintenance and inspections on the tunnel boring machine.

9. A method for treating the outer wall of the shield tail during tunnel excavation with grout coating according to claim 5, characterized in that: The designated position is 70cm behind the shield hinge.

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