Shield tunneling method for complex stratum slope interface

Abstract

This invention discloses a method for shield tunneling machine (TBM) to escape from complex geological conditions at the junction of strata and slopes, comprising the following steps: S1, analyzing the TBM construction environment and geological conditions, and improving and reinforcing the geological conditions; S2, opening a window at the shield tail and manually breaking rock, cutting an inner window below the side to be deflected in the middle of the shield tail, and reinforcing the structure, then manually breaking rock outward through the inner window to excavate a working space in the rock strata to allow access for construction personnel and subsequent installation of support structures and rock treatment; S3, shield body control, manually breaking the surrounding rock on the side to be deflected outside the TBM shell, and using jack steel plate assemblies in conjunction with the TBM's articulated hydraulic cylinders to actively correct the front shield of the TBM, adjusting the shield's attitude and repositioning it; S4, position reinforcement and filling; S5, closing the inner window and resuming tunneling. This invention enables TBMs to escape from complex geological conditions in a timely and effective manner, improving the construction efficiency, cost, and safety of TBMs in complex geological environments.

Description

Technical Field

[0001] This invention relates to the field of tunnel engineering technology, and more specifically to a method for shield tunneling to escape from the junction of complex geological strata and slopes. Background Technology

[0002] When using tunnel boring machines (TBMs) for tunneling, the complexity and variability of geological conditions can cause problems such as rock variations and uneven strata, leading to jamming or instability. This is especially true in areas where soft and hard slopes meet, where insufficient adaptability of the cutterhead configuration and linear changes in the TBM's excavation path make jamming highly likely. While some solutions exist for overcoming these difficulties, they present challenges such as high construction difficulty, high cost, and significant safety risks.

[0003] In view of this, it is necessary to improve the existing shield tunneling construction methods to solve the above problems. Summary of the Invention

[0004] The purpose of this invention is to disclose a shield tunneling machine (TBM) escape method at the junction of complex geological strata and slopes. This method aims to solve the problem of TBMs escaping difficulties during construction. By using methods such as internal window rock breaking and shield posture control, it can effectively adapt to changes in geological conditions in this area. It solves the problem of jamming that is prone to occur in traditional methods under such geological conditions, and can quickly and effectively escape difficulties, avoiding long-term work stoppages and delays in construction progress.

[0005] To achieve the above objectives, the present invention provides a method for shield tunneling to escape from the junction of complex geological strata and slopes, comprising the following steps:

[0006] S1, analyze the tunnel boring machine construction environment and geological conditions, and improve and reinforce the construction geology;

[0007] S2, the shield tail window is opened and the rock is broken manually. The inner window is cut below the side to be offset in the middle of the shield tail of the tunnel boring machine and the structure is reinforced. The rock is broken manually outward through the inner window to excavate the working space in the rock layer to meet the needs of construction personnel to enter and exit and the subsequent installation of support structure and rock layer treatment.

[0008] S3, Shield control, manually breaking through the surrounding rock on the side to be deflected outside the shield machine shell, using the jack steel plate group in conjunction with the shield machine's articulated hydraulic cylinder to actively correct the shield's front shield, adjust the shield's attitude, and make it straighten and reset.

[0009] S4, Position reinforcement and filling: After the shield body is reset, the jack steel plate group is removed and the shield body position is reinforced to ensure the stability of the shield body. At the same time, the excavation space is filled to fill the external space of the tunnel boring machine and increase the support of the soil.

[0010] S5, close the inner window and resume tunneling.

[0011] As a further improvement of the present invention, the analysis content in step S1 includes:

[0012] Geological exploration involves using geological exploration techniques, such as geological drilling and groundwater level monitoring, to obtain information on the physical and mechanical properties of underground rock masses, rock types, lithological changes, and groundwater conditions.

[0013] Geotechnical Parameter Testing: This involves testing the geotechnical parameters of underground rock masses, including compressive strength, shear strength, consolidation properties, and fracture properties, to assess the stability and feasibility of the rock mass.

[0014] Hole detection involves using underground exploration hole detection technology to detect holes and rock strata in the construction area in order to understand the underground cavities, faults, and cracks.

[0015] Groundwater environmental surveys are conducted to identify groundwater environmental factors, such as groundwater level, water pressure, and water quality, in order to assess the impact of groundwater on construction and take corresponding control measures.

[0016] As a further improvement of the present invention, the improved reinforcement step in step S1 includes:

[0017] S11, geological improvement, based on geological exploration results, adopts grouting, injection, and shotcrete methods to fill rock fissures and increase the strength and stability of the rock mass;

[0018] S12, Support structure design: Based on geological conditions and the requirements of shield tail opening construction, the support structure is designed to ensure the safety and stability of the construction space, including steel supports, anchor bolts, shotcrete mesh, and fiberglass anchor cable support methods to provide sufficient support and deformation resistance.

[0019] S13, Rock mass treatment, treatment methods include pre-blasting, drilling and crushing, and steel reinforcement to reduce the hardness, degree of fracturing or increase the stability of the rock mass and reduce the impact on the tunnel boring machine head.

[0020] As a further improvement to the present invention, the specific steps of excavation and rock breaking in step S2 are as follows:

[0021] S21, First, start excavating the working space horizontally outward from the inner window position, based on the construction space of the excavation equipment. The excavation space is the same width and height as the inner window.

[0022] S22, expands the overall height of the working space along the height direction of the tunnel boring machine and forms a construction groove in the rock mass at the bottom of the tunnel boring machine;

[0023] S23 involves excavating the entire working space horizontally towards the machine head for a distance, preserving the rock mass below the front shield and cutterhead to support the stability of the shield.

[0024] As a further improvement of the present invention, step S3 is specifically as follows:

[0025] S31, Arrangement of construction structure, including:

[0026] In the construction groove at the bottom of the tunnel boring machine, and below the front shield and the tail shield, a set of concrete piers are poured respectively. At the same time, limit support rails are laid on the concrete piers to support the shield body after it has been straightened and reset.

[0027] A torsion leg is arranged on the side of the tunnel boring machine with an inner window. The bottom end of the torsion leg is supported on the rock mass outside the tunnel boring machine, and the top end is in contact with the side end of the tunnel boring machine to prevent the tunnel boring machine from rotating during the correction process.

[0028] A first set of steel plates for jacks is arranged between the two sets of concrete piers to support the front shield; a second set of steel plates for jacks is arranged behind the first set of steel plates to support the front end of the tail shield. Both the first and second sets of steel plates for jacks are arranged in parallel along the width of the tunnel boring machine. One set is located directly below the tunnel boring machine to support the bottom of the machine, and the other set is inclined on the rock mass on the side of the tunnel boring machine to be deflected to provide lateral support for the machine, thus providing anti-overturning force bearing support for the machine during the correction process.

[0029] S32, shield body correction, the steps are as follows:

[0030] Based on the correction amount of the tunnel boring machine, control the articulation cylinder of the tunnel boring machine to make the front shield of the tunnel boring machine tilt up. After locking the articulation cylinder, remove the top part of the steel plate of the first jack steel plate group to reduce the height of the jack on the side of the steel plate group so that it is basically consistent with the height of the steel plate group after the removal.

[0031] Control the articulation cylinder of the tunnel boring machine to make the tunnel boring machine head up. The front shield presses down on the remaining steel plate of the first jack steel plate group, and the middle of the tunnel boring machine is raised and suspended in the air. Lock the articulation cylinder, remove the top part of the steel plate of the second jack steel plate group, and lower the height of the jack on the side of the steel plate group so that it is basically the same as the height of the steel plate group after the removal.

[0032] Repeat step S32 above until the tunnel boring machine is aligned and reset, and fully rests on the limit support track.

[0033] As a further improvement of the present invention, step S4 further includes:

[0034] S41. After the location reinforcement and filling are completed, and the filling material reaches the expected strength, the tunnel boring machine will be started for trial excavation to test the extrication effect.

[0035] S42, Once it is confirmed that the escape was successful, cut off the structural reinforcement at the inner window and seal the inner window with steel plates, steel bars and concrete materials;

[0036] S43, resume normal tunneling. Before resuming normal operation of the tunnel boring machine, attention should be paid to controlling the tunneling speed. During the initial tunneling, slow down the advance speed so that the cutterhead can re-grind the tunnel face and form a new tunnel. After ensuring that the cutterhead has completely entered the new tunnel for a certain distance, gradually restore the normal tunneling speed.

[0037] As a further improvement of the present invention, the support measures for excavating rock in step S2 include setting up a support frame and reinforcing the wall structure.

[0038] As a further improvement of the present invention, in step S22, when expanding the working space, it is necessary to excavate earthwork according to the design requirements and clean and treat the generated earth and rock in a timely manner so that subsequent construction can proceed smoothly.

[0039] As a further improvement of the present invention, both the first jack steel plate group and the second jack steel plate group include jacks arranged side by side along the width direction of the tunnel boring machine and steel plate groups formed by stacking steel plates. The jacks are arranged in pairs and serve as backups for each other to prevent the tunnel boring machine from becoming unstable due to the failure of individual jacks.

[0040] Compared with existing technologies, the beneficial effects of this invention are as follows: This invention provides a shield tunneling machine (TBM) extrication method at complex geological slope junctions. By designing a method specifically for the unique conditions at these junctions and employing internal window rock breaking and shield attitude control techniques, it effectively adapts to changes in geological conditions, solving the jamming problem that easily occurs with traditional methods under such geological conditions. The TBM can quickly and effectively extricate itself from difficulties, avoiding prolonged downtime and delays in construction progress. Compared to traditional methods, it saves extrication time, significantly improving construction efficiency. Compared to other complex and expensive extrication solutions, it is more cost-effective. Furthermore, the extrication process simplifies the construction workflow, reduces the use of required equipment and materials, and further lowers the overall construction cost. Using the extrication scheme of this invention, the cooperation of steel plate assemblies and jacks effectively controls the shield attitude, maintains relative stability of the construction environment, and reduces the risk of construction accidents caused by TBM jamming. Simultaneously, personnel can effectively enter and exit the work space during the extrication process, ensuring the safety of construction workers. This will bring positive economic, technological, and social impacts to the field of tunnel engineering and provide a novel solution to such engineering problems. Attached Figure Description

[0041] Figure 1 This invention provides a method for shield tunneling to escape from complex geological slope junctions.

[0042] Figure 2 This is a schematic diagram of the shield machine's state before and after correction in a shield machine escape method at the junction of complex strata and slopes according to the present invention, where n represents the shield machine's position before correction and n' represents the shield machine's position after correction.

[0043] Figure 3 The arrangement of the construction structure in the shield tunneling escape method at the junction of complex strata and slope of the present invention includes a first jack steel plate group, a second jack steel plate group, and a concrete pier.

[0044] Figure 4 This is a schematic diagram of the shield control construction state in a shield extrication method at the junction of complex strata and slopes according to the present invention. Figure a shows the initial state of the shield machine, Figure b shows the state of the front shield of the shield machine tilted up, Figure c shows the state of the middle part of the shield machine tilted up, and Figure d shows the state of the shield machine after the top part of the steel plate of the second jack steel plate group is removed.

[0045] In the diagram: 10. Cutterhead; 11. Front shield; 12. Tail shield; 13. Articulated hydraulic cylinder; 21. Support structure; 31. Torsion leg; 41. First jack steel plate assembly; 42. Second jack steel plate assembly; 5. Concrete pier; 120. Interior window. Detailed Implementation

[0046] The present invention will now be described in detail with reference to the embodiments shown in the accompanying drawings. However, it should be noted that these embodiments are not intended to limit the present invention. Equivalent changes or substitutions in function, method, or structure made by those skilled in the art based on these embodiments are all within the scope of protection of the present invention.

[0047] Please refer to Figures 1 to 4 The present invention illustrates a specific embodiment of a shield tunneling extrication method at the junction of complex geological strata and slopes.

[0048] A method for shield tunneling to escape from complex strata and slope junctions includes the following steps: S1, analyzing the shield tunneling construction environment and geological conditions, and improving and reinforcing the construction geology; the analysis in step S1 includes: geological exploration, using geological exploration techniques such as geological drilling and groundwater level monitoring to obtain information on the physical and mechanical properties of underground rock masses, rock types, lithological changes, and groundwater conditions; rock and soil mechanics parameter testing, conducting rock and soil mechanics parameter testing on underground rock masses, including compressive strength, shear strength, rock consolidation, and rock fracture properties, to assess the stability and feasibility of the rock mass; void detection, using underground exploration void detection technology to detect voids and rock strata structure in the construction area to understand the underground cavities, faults, and cracks; and groundwater environment investigation, determining groundwater environmental factors such as groundwater level, water pressure, and water quality to assess the impact of groundwater on construction and take corresponding control measures.

[0049] The improvement and reinforcement steps in step S1 include: S11, geological improvement, which involves filling rock fissures and increasing the strength and stability of the rock mass by grouting, injection, and shotcreting based on geological exploration results; S12, support structure 21 design, which involves designing support structure 21 to ensure the safety and stability of the construction space based on geological conditions and the requirements of the shield tail opening construction, including steel supports, anchor bolts, shotcrete mesh, and fiberglass anchor cable support methods to provide sufficient support and deformation resistance; and S13, rock mass treatment, which includes pre-blasting, drilling and crushing, and steel reinforcement to reduce the hardness and degree of crushing of the rock mass or increase its stability and reduce the impact on the shield machine head.

[0050] In shield tunneling, the tail-of-shield window construction method can be considered when the following situations are encountered:

[0051] Complex rock mass conditions: The underground rock mass has complex physical and mechanical properties, and contains high-risk rock strata such as weak, jointed, and fractured sections. Using a tail section for construction can reduce the impact on the tunnel boring machine (TBM) head, improving the safety and stability of the construction process.

[0052] Difficult sections ahead: There are difficult geological sections in the direction of advancement that are hard to traverse, such as strongly fractured zones, water areas, and high-risk faults. By using the tail shield opening method, support can be provided in a better location within the rock mass, preventing the excavator from becoming further stuck in the difficult sections and unable to advance.

[0053] Ensuring construction continuity: When it is necessary to maintain continuous construction under special geological conditions and avoid work stoppages and restarts, the tail shield opening construction can provide a certain amount of working space, enabling construction to continue.

[0054] S2, Opening a window at the tail of the shield and manually breaking the rock: Cut an inner window 120 below the side to be offset in the middle of the shield tail of the tunnel boring machine and reinforce the structure. Manually break the rock outward through the inner window 120 to excavate a working space in the rock layer to meet the needs of construction personnel to enter and exit and for the subsequent installation of the support structure 21 and rock layer treatment; The support measures for excavating rock in step S2 include setting up a support frame and reinforcing the wall structure. The specific steps for excavation and rock breaking in step S2 are as follows: S21, First, start excavating the working space horizontally outward from the inner window 120 position, with a depth of 1-2 meters, to meet the construction space requirements of the excavation equipment. The excavated space should be the same width and height as the inner window 120. S22, Expand the overall height of the working space along the height direction of the tunnel boring machine (TBM), and form a construction groove in the rock mass at the bottom of the TBM. Excavate to a depth of 1.2m at the bottom of the TBM, with a total height of 4.8m. In step S22, when expanding the working space, earthwork excavation needs to be carried out according to the design requirements, and the generated earth and rock should be cleaned and treated in a timely manner to ensure the smooth progress of subsequent construction. S23, Excavate the entire working space horizontally 4m towards the machine head, retaining the rock mass below the front shield 11 and cutterhead 10 to support the stability of the shield.

[0055] S3, Shield Body Control: The surrounding rock on the side of the tunnel boring machine (TBM) to be offset is manually broken down. Using a set of jacks and steel plates in conjunction with the TBM's articulated cylinders 13, the front shield 11 of the TBM is actively corrected, adjusting its attitude and repositioning it. The specific steps of S3 are as follows: S31, Construction Structure Arrangement: A set of concrete piers 5 are poured in the construction groove at the bottom of the TBM, below the front shield 11 and the tail shield, respectively. A limiting support rail is laid on the concrete piers 5 to support the shield after it has been corrected and repositioned. A torsion leg 31 is arranged on one side of the TBM with its inner window 120. The bottom of the torsion leg 31 is supported on the rock outside the TBM, and the top is abutted against the side of the TBM to prevent rotation during the correction process. A first set of jacks and steel plates 41 is arranged between the two sets of concrete piers 5. The shield 11 is supported by the first jack steel plate group 41. The second jack steel plate group 42 is arranged behind the first jack steel plate group 41 to support the front end of the tail shield 12. The first jack steel plate group 41 and the second jack steel plate group 42 are arranged in parallel along the width direction of the tunnel boring machine. One group is arranged directly below the tunnel boring machine to support the bottom of the tunnel boring machine. The other group is arranged at an angle on the rock mass on the side of the tunnel boring machine to be deflected to provide lateral support for the tunnel boring machine and to provide anti-overturning force bearing support for the tunnel boring machine during the correction process. The first jack steel plate group 41 and the second jack steel plate group 42 both include jacks arranged in parallel along the width direction of the tunnel boring machine and steel plate groups formed by stacking steel plates. The jacks are arranged in pairs and serve as backups for each other to prevent the tunnel boring machine from becoming unstable due to the failure of individual jacks.

[0056] S32, Shield body correction, the steps are as follows: Based on the correction amount of the tunnel boring machine (TBM), control the TBM articulation cylinder 13 to tilt the front shield 11 of the TBM up. After locking the articulation cylinder 13, remove the top part of the steel plate of the first jack steel plate group 41, reducing the height of the jacks on this side of the steel plate group so that it is basically consistent with the height of the steel plate group after the adjustment. It should be noted that the TBM moves down 2cm each time to ensure that the shield body will not be instable. Control the TBM articulation cylinder 13 to make the TBM head down, and the front shield 11 presses down onto the remaining steel plate of the first jack steel plate group 41. The middle part of the TBM tilts up and is in a suspended state. Lock the articulation cylinder 13, remove the top part of the steel plate of the second jack steel plate group 42, reducing the height of the jacks on this side of the steel plate group so that it is basically consistent with the height of the steel plate group after the adjustment. Repeat the above steps S32 until the TBM is straightened and reset, and all of it is on the limit support rail.

[0057] S4, Position Reinforcement and Filling: After the shield body is repositioned, the jack steel plate assembly is removed, and the shield body position is reinforced to ensure its stability. Simultaneously, the excavation work space is filled to fill the external space of the tunnel boring machine and increase the soil's support. Step S4 also includes: S41, After position reinforcement and filling are completed, and the filling material reaches the expected strength, the tunnel boring machine is started for trial excavation to test the escape effect; S42, Once successful escape is confirmed, the structural reinforcement at the inner window 120 is cut off, and the inner window 120 is sealed using steel plates, reinforcing bars, and concrete; S43, Resumption of Normal Excavation: Before resuming normal operation of the tunnel boring machine, attention must be paid to controlling the excavation speed. During initial excavation, the advance speed is slowed down so that the cutterhead 10 can re-grind the tunnel face and form a new tunnel. After ensuring that the cutterhead 10 has completely entered the new tunnel for a certain distance, the normal excavation speed is gradually restored. S5, Sealing the inner window 120 and Resuming Excavation.

[0058] Furthermore, it should be understood that although this specification describes embodiments, not every embodiment contains only one independent technical solution. This narrative style is merely for clarity. Those skilled in the art should consider the specification as a whole, and the technical solutions in each embodiment can also be appropriately combined to form other embodiments that can be understood by those skilled in the art.

Claims

1. A method for relieving a shield from a complex stratum slope interface, characterized in that, Includes the following steps: S1, analyze the tunnel boring machine construction environment and geological conditions, and improve and reinforce the construction geology; S2, the shield tail window is opened and the rock is broken manually. The inner window is cut below the side to be offset in the middle of the shield tail of the tunnel boring machine and the structure is reinforced. The rock is broken manually outward through the inner window to excavate the working space in the rock layer to meet the needs of construction personnel to enter and exit and the subsequent installation of support structure and rock layer treatment. S3, Shield control: Manually break through the surrounding rock on the side of the tunnel boring machine (TBM) to be offset, and use jack steel plate assemblies in conjunction with the TBM's articulated hydraulic cylinders to actively correct the front shield of the TBM, adjust the shield's attitude, and restore it to its correct position; the specific steps of S3 are as follows: S31, Arrangement of construction structure, including: In the construction groove at the bottom of the tunnel boring machine, and below the front shield and the tail shield, a set of concrete piers are poured respectively. At the same time, limit support rails are laid on the concrete piers to support the shield body after it has been straightened and reset. A torsion leg is arranged on the side of the tunnel boring machine with an inner window. The bottom end of the torsion leg is supported on the rock mass outside the tunnel boring machine, and the top end is in contact with the side end of the tunnel boring machine to prevent the tunnel boring machine from rotating during the correction process. A first set of steel plates for jacks is arranged between the two sets of concrete piers to support the front shield; a second set of steel plates for jacks is arranged behind the first set of steel plates to support the front end of the tail shield. Both the first and second sets of steel plates for jacks are arranged in parallel along the width of the tunnel boring machine. One set is located directly below the tunnel boring machine to support the bottom of the machine, and the other set is inclined on the rock mass on the side of the tunnel boring machine to be deflected to provide lateral support for the machine, thus providing anti-overturning force bearing support for the machine during the correction process. S32, shield body correction, the steps are as follows: Based on the correction amount of the tunnel boring machine, control the articulation cylinder of the tunnel boring machine to make the front shield of the tunnel boring machine tilt up. After locking the articulation cylinder, remove the top part of the steel plate of the first jack steel plate group to reduce the height of the jack on the side of the steel plate group so that it is basically consistent with the height of the steel plate group after the removal. Control the articulation cylinder of the tunnel boring machine to make the tunnel boring machine head up. The front shield presses down on the remaining steel plate of the first jack steel plate group, and the middle of the tunnel boring machine is raised and suspended in the air. Lock the articulation cylinder, remove the top part of the steel plate of the second jack steel plate group, and lower the height of the jack on the side of the steel plate group so that it is basically the same as the height of the steel plate group after the removal. Repeat step S32 above until the tunnel boring machine is aligned and reset, and fully rests on the limit support track; S4, Position reinforcement and filling: After the shield body is reset, the jack steel plate group is removed and the shield body position is reinforced to ensure the stability of the shield body. At the same time, the excavation space is filled to fill the external space of the tunnel boring machine and increase the support of the soil. S5, close the inner window and resume tunneling.

2. The method according to claim 1, wherein, The analysis content in step S1 includes: Geological exploration involves using geological exploration techniques, such as geological drilling and groundwater level monitoring, to obtain information on the physical and mechanical properties of underground rock masses, rock types, lithological changes, and groundwater conditions. Geotechnical Parameter Testing: This involves testing the geotechnical parameters of underground rock masses, including compressive strength, shear strength, consolidation properties, and fracture properties, to assess the stability and feasibility of the rock mass. Hole detection involves using underground exploration hole detection technology to detect holes and rock strata in the construction area in order to understand the underground cavities, faults, and cracks. Groundwater environmental surveys are conducted to identify groundwater environmental factors, such as groundwater level, water pressure, and water quality, in order to assess the impact of groundwater on construction and take corresponding control measures.

3. The method according to claim 1, wherein, The improvement and reinforcement steps in step S1 include: S11, geological improvement, based on geological exploration results, adopts grouting, injection, and shotcrete methods to fill rock fissures and increase the strength and stability of the rock mass; S12, Support structure design: Based on geological conditions and the requirements of shield tail opening construction, the support structure is designed to ensure the safety and stability of the construction space, including steel supports, anchor bolts, shotcrete mesh, and fiberglass anchor cable support methods to provide sufficient support and deformation resistance. S13, Rock mass treatment, treatment methods include pre-blasting, drilling and crushing, and steel reinforcement to reduce the hardness, degree of fracturing or increase the stability of the rock mass and reduce the impact on the tunnel boring machine head.

4. The method of claim 1, wherein, The specific steps for excavation and rock breaking in step S2 are as follows: S21, First, start excavating the working space horizontally outward from the inner window position, based on the construction space of the excavation equipment. The excavation space is the same width and height as the inner window. S22, expands the overall height of the working space along the height direction of the tunnel boring machine and forms a construction groove in the rock mass at the bottom of the tunnel boring machine; S23 involves excavating the entire working space horizontally towards the machine head for a distance, preserving the rock mass below the front shield and cutterhead to support the stability of the shield.

5. The method of claim 1, wherein, The S4 step includes: S41. After the location reinforcement and filling are completed, and the filling material reaches the expected strength, the tunnel boring machine will be started for trial excavation to test the extrication effect. S42, Once it is confirmed that the escape was successful, cut off the structural reinforcement at the inner window and seal the inner window with steel plates, steel bars and concrete materials; S43, resume normal tunneling. Before resuming normal operation of the tunnel boring machine, attention should be paid to controlling the tunneling speed. During the initial tunneling, slow down the advance speed so that the cutterhead can re-grind the tunnel face and form a new tunnel. After ensuring that the cutterhead has completely entered the new tunnel for a certain distance, gradually restore the normal tunneling speed.

6. The method of claim 1, wherein, The support measures for excavating rock in step S2 include setting up a support frame and reinforcing the wall structure.

7. The method of claim 4, wherein, In step S22, when expanding the workspace, earthwork excavation needs to be carried out according to the design requirements, and the generated earth and rock should be cleaned and treated in a timely manner to ensure the smooth progress of subsequent construction.

8. The method of claim 1, wherein, Both the first jack steel plate group and the second jack steel plate group include jacks arranged side by side along the width direction of the tunnel boring machine and steel plate groups formed by stacking steel plates. The jacks are arranged in pairs and serve as backups for each other to prevent the tunnel boring machine from becoming unstable due to the failure of individual jacks.

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