A construction method for non-open excavation of a shield machine getting out of trouble and adjusting posture

Abstract

The application discloses a construction method for non-open excavation of shield machine trouble-removal and posture adjustment, relates to the technical field of shield tunnel engineering, and comprises the following steps: step one, construction preparation; step two, vertical shaft excavation; step three, vertical shaft opening; step four, hidden excavation of a horizontal passage, layer-by-layer excavation and trimming, cutting and replacing of a shield tail grout-stopping plate; layer-by-layer excavation of the hidden horizontal passage in the shield and drilling and core drilling excavation of front and rear areas; step five, shield repushing construction, control of shield partition thrust force to slowly push through the excavation area, simultaneous strengthening of shield posture monitoring and increase of the amount of post-pipe piece wall grouting, guarantee of the stability of the shield tunneling posture and the pipe piece forming posture; and step six, road surface recovery. The application has the advantages of small excavation range, low cost, stronger pertinence and practicality, flexible temporary vertical shaft position, various support forms, convenient construction, simultaneous construction of multiple work surfaces, compact arrangement, maximum shortening of the construction period, reduction of the construction influence, and improvement of the work efficiency.

Description

Technical Field

[0001] This invention relates to the field of shield tunnel engineering technology, and in particular to a non-cut-and-cover construction method for shield machine extrication and attitude adjustment. Background Technology

[0002] Tunnel boring machines (TBMs) are widely used in tunnel excavation, greatly accelerating project progress and improving construction safety, saving manpower, and reducing construction impact. However, in recent years, with the increasing diversity of urban underground structures and the more complex tunnel construction environment, tunnel routes have increased gradients to avoid underground structures, making it increasingly difficult to control the TBM's excavation posture. Due to the combined effects of various unfavorable factors such as geological conditions, excavation gradient, the weight of the TBM and the grouting slurry, during TBM construction, the synchronous grouting slurry may flow to or detach from the shield tail. The slurry enveloping the shield tail causes a sharp increase in frictional resistance, and voids behind the shield wall lead to segment misalignment, deformation, and cracking. During the advancement process, the TBM's excavation line deviates from the design axis, making it difficult to control the shield's posture. In severe cases, this may lead to adverse situations such as "alignment and gradient adjustment," "reduction of track bed standards," "train speed restrictions," or even the abandonment of some TBM tunnels and the need for re-construction using open-cut and cut-and-cover methods.

[0003] Currently, when deviations cannot be corrected through shield tunneling thrust control, the traditional approach often involves excavating the entire shield machine through a large vertical shaft and a large cut-and-cover section before restarting. This not only results in a large amount of construction work, increased project costs, long downtime for the shield machine, and the need for traffic diversion, but is also subject to unfavorable factors such as the surrounding environment, underground pipelines, and buildings, leading to a long construction period, high risks, and significant impacts.

[0004] Therefore, how to provide a non-cut-and-cover construction method for shield tunneling machine to escape from obstacles and adjust its attitude, which can greatly reduce the amount of work, construction period and cost, avoid the adverse restrictions of traffic diversion and nearby buildings and structures, and reduce construction risks and impacts, has become an urgent problem to be solved by those skilled in the art. Summary of the Invention

[0005] The purpose of this invention is to provide a non-cut-and-cover construction method for shield tunneling machine to escape from obstacles and adjust its posture, thereby solving the problems of long construction period, high risk and significant impact.

[0006] To solve the above-mentioned technical problems, the present invention adopts the following technical solution:

[0007] A non-cut-and-cover construction method for shield tunneling machine to escape obstacles and adjust its attitude includes the following steps:

[0008] Step 1: Construction preparation. Based on the construction design drawings, measure and mark the outline of the tunnel boring machine's stop, the position of the center point of the shaft, and determine the excavation depth and bottom elevation of the shaft.

[0009] Step 2: Shaft excavation. The shaft is excavated according to the shaft positioning marks until the design elevation is reached. Shaft support, shaft bottom sealing, and locking ring beam are constructed in a timely manner. When the construction is completed, a temporary shaft is formed.

[0010] Step 3: Shaft opening. After the shaft is excavated to the required depth, the outline of the shaft opening is measured according to the design drawings. After the internal supports are erected layer by layer, the shaft support structure is cut to carry out the opening operation.

[0011] Step 4: Excavation of the transverse passage. After the tunneling operation is completed, the transverse passage is excavated in layers and sections with short advances. This includes the excavation of the transverse passage at the tail of the shield and the excavation of the transverse passage in the middle of the shield. When excavating the transverse passage at the tail of the shield, a temporary support structure is erected in time after the first layer is excavated. After the excavation is completed, a load-bearing steel arch and a portal steel frame are erected to form a reliable support. The excavation is carried out layer by layer, and the grout stop plate at the tail of the shield is repaired, cut off, or replaced. When excavating the transverse passage in the middle of the shield, the transverse passage in the middle of the shield is excavated layer by layer, and core drilling is used to excavate the front and rear areas.

[0012] Step 5: Shield tunneling re-pushing construction. After the cross passage is completed and the shield body and shield tail grouting plate are repaired, the shield tunneling force is controlled to slowly tunnel through the excavation area of ​​this section. At the same time, the shield attitude monitoring is strengthened and the amount of grouting behind the segment wall is increased to make the tunneling attitude of the shield machine and the segment forming attitude stable.

[0013] Step Six: Road Surface Restoration. After the tunnel boring machine has passed through and the shield's posture has been corrected to the required standard, the auxiliary passage and temporary shaft will be backfilled with cement mortar and plain concrete to restore the ground to its original state.

[0014] Preferably, if the geological conditions do not meet the requirements when performing step four, the loose and broken rock mass of the arch of the tunnel should be reinforced by surface grouting or pre-support plus grouting before the tunnel is excavated.

[0015] Preferably, in step four, the shield tail grout stop plate is repaired, cut off, or replaced by partially expanding the gap between the shield machine and the surrounding rock of the tunnel through temporary shafts and cross passages, and the attitude of the shield machine and the tunneling deviation are adjusted by controlling the shield zone thrust.

[0016] Preferably, in step two, the temporary shaft includes a working shaft, shaft support, locking ring beam, shaft bottom seal, and internal support; the working shaft is arranged on both sides of the tunnel boring machine and is connected to the cross passage below the ground surface; the locking ring beam is arranged at the shaft opening; the shaft bottom seal is arranged at the bottom of the working shaft, and its thickness is arranged according to the base pressure and water pressure; the internal support is made of steel or reinforced concrete.

[0017] Preferably, in step four, the transverse passage includes a tail transverse passage and a middle transverse passage; the tail transverse passage includes a rock excavation area, a temporary support structure, a load-bearing steel arch frame, and a portal steel frame; the middle transverse passage is arranged according to the shield's attitude adjustment direction; the middle transverse passage is the working space of the first and second areas in the rock excavation area.

[0018] Preferably, the temporary support structure adopts the support method of I-beams and fully covered with wooden planks, with the I-beams inserted into the surrounding rock on both sides to a certain depth; after the shield tail transverse channel and the shield middle transverse channel are excavated and connected, three of the portal steel frames are set up on both sides of the shaft opening, and the load-bearing transfer steel arch is erected on the top of the portal steel frames.

[0019] Preferably, the rock excavation area includes a first area and a second area, and the transverse channel in the shield is an integrally excavated transverse channel. Both the first area and the second area are excavated by water-cooled drills along the axial direction of the designed route from the transverse channel. The first area is drilled with cores at intervals of 5 to 15 cm, and the second area is drilled with interlocking cores, and the bottom excavation gap is set according to the drop height, angle, and gradual vertical curve of the shield machine.

[0020] Preferably, when performing step five, the construction work also includes completing the excavation of the auxiliary passage, completing the inspection of the shield body, and cleaning up the materials and equipment in the passage.

[0021] Compared with the prior art, the beneficial technical effects of the present invention are as follows:

[0022] 1) Smaller excavation area and lower cost; Compared with large excavation schemes, the excavation area of ​​this invention is smaller, which greatly reduces the amount of construction work and support structure materials used, and reduces project investment.

[0023] 2) The auxiliary solution is more targeted and practical. Compared with the open-cut solution, to address specific issues such as grout encapsulation of the shield tail, difficulty in controlling the shield attitude, and the inability to correct deviations through shield zonal thrust control, an auxiliary solution is adopted. This solution involves a temporary vertical shaft, a cut-and-cover transverse passage, and adjustment space between the shield machine and the surrounding rock. This solves the shield machine jamming problem at its source and, in conjunction with shield zonal thrust control, achieves gradual deviation correction. Simultaneously, the transverse passage allows for the repair, removal, and replacement of the shield tail grout stop plate, and also enables grouting reinforcement of unfavorable conditions such as fractured rock and soil, and underground structures, greatly enhancing its applicability.

[0024] 3) Temporary shafts offer flexible location options, diverse support methods, and convenient construction. In practical applications, the appropriate location, shaft size, construction equipment, and support structure can be selected based on factors such as site environment, topography, geological conditions, underground pipelines, and underground structures. Generally, temporary shafts serve only as access passages for construction, are relatively small in size and of appropriate depth, and can be excavated using rotary drilling with steel casing, resulting in convenient construction, fast progress, short construction period, and low cost.

[0025] 4) Multiple working faces are constructed simultaneously and the arrangement is compact. Multiple temporary shafts are used to form multiple working faces for simultaneous construction. The construction operation is arranged compactly, which can minimize the construction period and the downtime of the tunnel boring machine, and reduce the impact of construction on ground traffic and the surrounding environment.

[0026] This invention has a smaller excavation area, lower cost, stronger targeting and practicality, flexible temporary shaft location, diverse support forms, convenient construction, multiple working faces can be constructed simultaneously, compact arrangement, can shorten the construction period to the greatest extent, reduce construction impact, and improve work efficiency. Attached Figure Description

[0027] The present invention will be further described below with reference to the accompanying drawings.

[0028] Figure 1 This is a plan view of a non-open-cut construction method for shield tunneling machine extrication and attitude adjustment according to the present invention.

[0029] Figure 2 for Figure 1 Schematic diagram of the cross section of the middle AA;

[0030] Figure 3 for Figure 1 Schematic diagram of the cross section of the middle BB;

[0031] Figure 4 for Figure 1 Schematic diagram of the cross section of the middle CC;

[0032] Figure 5 This is a schematic diagram of the cross-sectional view of the vertical shaft opening in this invention;

[0033] Figure 6 for Figure 1 Schematic diagram of the transverse passage for the DD section operation;

[0034] Figure 7 This is a schematic diagram of the force conversion steel arch frame in this invention;

[0035] Figure 8 This is a schematic diagram of the construction process of a non-open-cut method for shield tunneling machine to escape from obstacles and adjust its posture according to the present invention.

[0036] Explanation of reference numerals in the attached drawings: 1. Working shaft; 2. Shaft support; 3. Locking ring beam; 4. Shaft bottom sealing; 5. Internal support; 6. Shield tail transverse passage; 7. Temporary support structure; 8. Stress transfer steel arch frame; 9. Portal steel frame; 10. Shield transverse passage; 11. First zone; 12. Second zone. Detailed Implementation

[0037] To make the technical problems to be solved, the technical solutions, and the beneficial effects of the present invention clearer, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0038] like Figure 1-8 As shown, a non-open-cut construction method for shield tunneling machine to escape obstacles and adjust its attitude includes the following steps:

[0039] Step 1: Construction preparation. Based on the construction design drawings, measure and mark the outline of the tunnel boring machine's stop, the position of the center point of the shaft, and determine the excavation depth and bottom elevation of the shaft.

[0040] Step 2: Shaft excavation. The shaft is excavated according to the shaft positioning marks until the design elevation is reached. Shaft support, shaft bottom sealing, and locking ring beam are constructed in a timely manner. When the construction is completed, a temporary shaft is formed.

[0041] Step 3: Shaft opening. After the shaft is excavated to the required depth, the outline of the shaft opening is measured according to the design drawings. After the internal supports are erected layer by layer, the shaft support structure is cut to carry out the opening operation.

[0042] Step 4: Excavation of the transverse passage. After the tunneling operation is completed, the transverse passage is excavated in layers and sections with short advances. This includes the excavation of the transverse passage at the tail of the shield and the excavation of the transverse passage in the middle of the shield. When excavating the transverse passage at the tail of the shield, a temporary support structure is erected in time after the first layer is excavated. After the excavation is completed, a load-bearing steel arch and a portal steel frame are erected to form a reliable support. The excavation is carried out layer by layer, and the grout stop plate at the tail of the shield is repaired, cut off, or replaced. When excavating the transverse passage in the middle of the shield, the transverse passage in the middle of the shield is excavated layer by layer, and core drilling is used to excavate the front and rear areas.

[0043] Step 5: Shield tunneling re-pushing construction. After the cross passage is completed and the shield body and shield tail grouting plate are repaired, the shield tunneling force is controlled to slowly tunnel through the excavation area of ​​this section. At the same time, the shield attitude monitoring is strengthened and the amount of grouting behind the segment wall is increased to make the tunneling attitude of the shield machine and the segment forming attitude stable.

[0044] Step Six: Road Surface Restoration. After the tunnel boring machine has passed through and the shield's posture has been corrected to the required standard, the auxiliary passage and temporary shaft will be backfilled with cement mortar and plain concrete to restore the ground to its original state.

[0045] Specifically, if the geological conditions do not meet the requirements when performing step four, surface grouting or pre-support plus grouting should be used to reinforce the loose and broken rock mass at the arch of the tunnel before proceeding with the excavation of the tunnel.

[0046] Specifically, in step four, the shield tail grout stop plate is repaired, cut off, or replaced by adjusting the gap between the shield machine and the surrounding rock of the tunnel through the temporary vertical shaft and cross passage. The attitude of the shield machine and the tunneling deviation are adjusted by controlling the shield thrust in different zones.

[0047] Specifically, in step two, the temporary shaft includes a working shaft 1, shaft support 2, locking ring beam 3, shaft bottom seal 4, and internal support 5; the working shaft 1 is arranged on both sides of the tunnel boring machine and connects to the transverse passage underground; the locking ring beam 3 is arranged at the shaft opening; the shaft bottom seal 4 is arranged at the bottom of the working shaft 1, and its thickness is arranged according to the base pressure and water pressure; the internal support 5 is supported by structural steel or reinforced concrete; multiple temporary shafts can be set around the tunnel boring machine, and their positions are determined according to the surrounding environment. Adjustments are made to the surrounding environment, underground pipelines, and buildings, with the size set according to the on-site equipment, construction methods, working space, and soil and rock conditions; the lock ring beam 3 also serves as a water retaining wall, and additional water retaining structures can be set according to on-site needs; the internal supports 5 are arranged vertically at certain intervals at the opening of the shaft to effectively prevent excessive lateral pressure on the soil and rock from causing deformation and damage to the support structure; when the overall excavation volume is small, the shaft is only used as a manual access passage, and rotary drilling is used for excavation, with steel casing following up for support, which greatly improves construction efficiency and construction safety.

[0048] Specifically, in step four, the transverse passage includes a tail transverse passage 6 and a middle transverse passage 10; the tail transverse passage 6 includes a rock excavation area, a temporary support structure 7, a load-bearing steel arch 8, and a portal steel frame 9; the middle transverse passage 10 is arranged according to the shield's attitude adjustment direction; the middle transverse passage 10 is the working space for the first area 11 and the second area 12 in the rock excavation area; the tail transverse passage surrounds the entire shield machine; the middle transverse passage is set according to the shield's attitude adjustment direction, and can be set on the upper part of the shield machine or on the left and right sides of the shield machine; when the middle transverse passage is set above the shield machine and runs through the left and right sides of the shield machine, the same support method as the tail transverse passage can be used.

[0049] Specifically, the temporary support structure 7 adopts an I-beam steel structure with wooden planks laid on top, with the I-beam steel inserted into the surrounding rock on both sides to a certain depth. After the shield tail transverse passage 6 and the shield middle transverse passage 10 are excavated and connected, three portal steel frames 9 are erected on both sides of the shaft opening, and the load-bearing steel arch frame 8 is erected on top of the portal steel frames 9. The temporary support structure 7 utilizes the self-supporting capacity of the surrounding rock. When the geological conditions of the surrounding rock of the shield tunnel are poor, grouting can be used to reinforce the loose and fractured rock and soil around the excavation area to improve the self-supporting capacity of the rock and soil.

[0050] Specifically, the rock excavation area includes a first region 11 and a second region 12. The transverse passage 10 in the shield is an integrally excavated transverse passage. Both the first region 11 and the second region 12 are excavated by water-cooled drills along the axial direction of the designed route from the transverse passage. The first region 11 is drilled at intervals of 5-15cm for core sampling, while the second region 12 is drilled with interlocking core sampling, and the bottom excavation gap is set according to the drop height, angle, and gradual vertical curve of the shield machine. Before excavating the transverse passage, advanced support or pipe roof can be used to reinforce the top of the excavation area, existing pipelines, and the bottom of the underground structure to reduce the settlement and deformation of the existing underground structure and the ground surface, ensuring the safety of the existing structure and the normal operation of ground traffic.

[0051] Specifically, step five also includes completing the excavation of the auxiliary passage, inspecting the shield body, and cleaning up the materials and equipment inside the passage.

[0052] Example 1

[0053] This example illustrates an auxiliary scheme for attitude adjustment when a tunnel boring machine (TBM) on the left line of a rail transit section in a certain city needs to pass under an existing pedestrian passage along an existing road. The tunnel segments in this section have a diameter of 8.5m, the TBM shield diameter is φ8.78m, the main machine length is 10.96m, and the excavation diameter is φ8.83m. The overlying layer in the implemented section is approximately 5.2–6.2m thick artificial fill, underlying with Middle Jurassic Shaximiao Formation sandy mudstone and sandstone. The tunnel is situated within a moderately weathered sandy mudstone layer, with an overburden thickness of approximately 3.5m for the arch, including a 1.75–3.05m thick layer of highly weathered sandy mudstone, which is relatively fractured. Tunnel excavation may lead to hazards such as rockfalls and collapses. Research and analysis revealed that during the tunnel boring machine (TBM) excavation along a 43.323‰ downhill slope, grout from the tunnel lining walls flowed forward to the tail of the shield. Prolonged downtime caused the tail lining plate to become encased in grout, increasing friction between the TBM and the surrounding rock. The operator's attempt to force the tunnel forward by increasing the jacking force resulted in segment cracking and the TBM head deviating from the tunnel's design axis, a deviation that could not be corrected by the TBM's own control. Based on the project requirements, analysis and research demonstrated that the non-cut-and-cover auxiliary solution provided by this invention can assist in TBM extrication and attitude correction.

[0054] The construction method of the non-cut-and-cover auxiliary scheme for adjusting the attitude of the tunnel boring machine in the embodiment includes the following steps:

[0055] Step 1: Construction preparation. Conduct construction surveying according to the construction design drawings, and mark the center point of working shaft 1.

[0056] Step 2: Shaft excavation. Based on the shaft positioning marks, use a rotary drilling rig to excavate the shaft and follow up with the steel casing. After excavating to the design elevation, promptly construct the shaft bottom seal 4. Backfill and compact the steel casing wall, and then construct the locking ring beam 3, which also serves as a water retaining wall. Set up 3 working shafts 1, one on each side at the shield tail, and one at the middle shield due to environmental restrictions. The shaft depth is approximately 21m. Use a rotary drilling rig to create a hole φ2.2m, slightly larger than the diameter of the steel casing. Use a steel casing with a diameter of φ2.0m and a wall thickness of t=20mm as the shaft support 2. The steel casing should be at least 0.3m above the ground. Promptly construct the locking ring beam 3 and the shaft bottom seal 4 to create a dry working environment.

[0057] Step 3: Shaft opening. According to the design drawings, the opening outlines of the transverse passage 6 and transverse passage 10 in the shield tunnel are measured and set up layer by layer. Then, the steel casing is cut to open the shaft. Before opening the shaft, the internal support 5 is set up layer by layer. Then, the steel casing at the arch foot of the transverse passage is cut into 1.5m×1.5m openings. This process is repeated to excavate the transverse passages in layers and sections.

[0058] Step 4: Excavate the transverse passages by layer and segment, with short advances for the transverse passages 6 and 10 in the middle of the shield. After the first layer of the transverse passage 6 at the tail of the shield is excavated, a temporary support structure 7 is erected in a timely manner. After the excavation is completed, a load-bearing steel arch frame 8 and a portal steel frame 9 are erected to form reliable support. Excavation is carried out layer by layer. The width of the transverse passage 6 at the tail of the shield is 1.5m. The height of the passage at the top of the shield machine is not less than 1m, and the excavation height at the bottom is 1.5m. Excavation is carried out in layers and segments, and a temporary support structure 7, such as a 0.5m ± 50mm thick wooden board, is erected in a timely manner. After the first layer of the transverse passage is completed, a 0.5m load-bearing steel arch frame 8 and a three-frame 16 portal steel frame 9 are erected. Workers handle the foreign objects wrapped around the tail of the shield and remove the first two of the three existing shield grout stop plates in the transverse passage step by step.

[0059] The transverse passage 10 in the shield tunnel is excavated layer by layer, and core samples are taken from the first area 11 and the second area 12 of the excavated areas. The width of the transverse passage 10 in the shield tunnel is 1.5m, and the excavation height of the passage under the shield machine is 1.5m. During the layered excavation, a φ100mm water-cooled drill is used to take core samples from the first area 11 and the second area layer by layer. Core samples are taken from the first area 11 at 100mm intervals, and core samples are taken from the second area 12 with interlocking core sampling, and the excavation height at the bottom of the shield machine is 200mm. The longitudinal core sampling length is 2-3m.

[0060] Step 5: Shield tunneling re-pushing construction. After clearing the materials and equipment in the tunnel, the shield tunneling machine is slowly pushed through the excavation area in sections by controlling the thrust of each section. During the advance, the amount of synchronous grouting and secondary grouting behind the tunnel segments is increased. The shield tunneling machine attitude and the tunnel segment assembly are monitored at all times to ensure the stability of the shield tunneling machine attitude and the tunnel segment forming attitude.

[0061] Step 6: Road surface restoration. After the tunnel boring machine has passed through and the shield's posture has been corrected to the required standard, cement mortar is used to backfill to a height of not less than 1m above the tunnel top, followed by plain concrete backfill to a height of 1m below the ground. Finally, the road surface is restored to its original condition according to the original road standards.

[0062] The embodiments demonstrate that the non-cut-and-cover auxiliary scheme for shield machine attitude adjustment of the present invention is applicable to the working conditions where the shield is stuck and cannot be corrected by the shield machine itself. The non-cut-and-cover auxiliary scheme for shield machine attitude adjustment of the present invention has a small excavation range, simple support structure, less material consumption, convenient construction and compact arrangement, which can effectively shorten the construction period of shield machine attitude adjustment, reduce the impact on ground traffic and existing structures, reduce construction risks and save project costs.

[0063] It should be noted that, in this document, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such process, method, article, or apparatus.

[0064] The embodiments described above are merely preferred embodiments of the present invention and are not intended to limit the scope of the present invention. Various modifications and improvements made by those skilled in the art to the technical solutions of the present invention without departing from the spirit of the present invention should fall within the protection scope defined by the claims of the present invention.

Claims

1. A non-cut-and-cover construction method for shield tunneling machine to escape obstacles and adjust its attitude, characterized in that: Includes the following steps: Step 1: Construction preparation. Based on the construction design drawings, measure and mark the outline of the tunnel boring machine's stop, the position of the center point of the shaft, and determine the excavation depth and bottom elevation of the shaft. Step 2: Shaft excavation. The shaft is excavated according to the shaft positioning marks until the design elevation is reached. Shaft support, shaft bottom sealing, and locking ring beam are constructed in a timely manner. When the construction is completed, a temporary shaft is formed. Step 3: Shaft opening. After the shaft is excavated to the required depth, the outline of the shaft opening is measured according to the design drawings. After the internal supports are erected layer by layer, the shaft support structure is cut to carry out the opening operation. Step 4: Excavation of the transverse passage. After the tunneling operation is completed, the transverse passage is excavated in layers and sections with short advances. This includes the excavation of the transverse passage at the tail of the shield and the excavation of the transverse passage in the middle of the shield. When excavating the transverse passage at the tail of the shield, a temporary support structure is erected in time after the first layer is excavated. After the excavation is completed, a load-bearing steel arch and a portal steel frame are erected to form a reliable support. The excavation is carried out layer by layer, and the grout stop plate at the tail of the shield is repaired, cut off, or replaced. When excavating the transverse passage in the middle of the shield, the transverse passage in the middle of the shield is excavated layer by layer, and core drilling is used to excavate the front and rear areas. Step 5: Shield tunneling re-pushing construction. After the cross passage is completed and the shield body and shield tail grouting plate are repaired, the shield tunneling force is controlled to slowly tunnel through the excavation area of ​​this section. At the same time, the shield attitude monitoring is strengthened and the amount of grouting behind the segment wall is increased to make the tunneling attitude of the shield machine and the segment forming attitude stable. Step Six: Road Surface Restoration. After the tunnel boring machine has passed through and the shield's posture has been corrected to the required standard, the auxiliary passage and temporary shaft will be backfilled with cement mortar and plain concrete to restore the ground to its original state.

2. The non-open-cut construction method for shield machine extrication and attitude adjustment according to claim 1, characterized in that: If the geological conditions do not meet the requirements when performing step four, surface grouting or pre-support plus grouting should be used to reinforce the loose and broken rock mass at the arch of the tunnel before proceeding with the excavation of the tunnel.

3. The non-open-cut construction method for shield machine extrication and attitude adjustment according to claim 1, characterized in that: In step four, the shield tail grout stop plate is repaired, cut off, or replaced by adjusting the gap between the shield machine and the surrounding rock of the tunnel through the temporary vertical shaft and cross passage. The attitude of the shield machine and the tunneling deviation are adjusted by controlling the shield thrust in different zones.

4. The non-open-cut construction method for shield machine extrication and attitude adjustment according to claim 3, characterized in that: In step two, the temporary shaft includes a working shaft (1), shaft support (2), locking ring beam (3), shaft bottom seal (4), and internal support (5); the working shaft (1) is arranged on both sides of the tunnel boring machine and is connected to the cross passage below the ground surface; the locking ring beam (3) is arranged at the shaft opening; the shaft bottom seal (4) is arranged at the bottom of the working shaft (1), and its thickness is arranged according to the base pressure and water pressure; the internal support (5) is supported by steel or reinforced concrete.

5. The non-open-cut construction method for shield machine extrication and attitude adjustment according to claim 3, characterized in that: In step four, the transverse passage includes the shield tail transverse passage (6) and the shield middle transverse passage (10); the shield tail transverse passage (6) includes the rock excavation area, temporary support structure (7), force conversion steel arch frame (8) and portal steel frame (9); the shield middle transverse passage (10) is arranged according to the shield attitude adjustment direction; the shield middle transverse passage (10) is the working space of the first area (11) and the second area (12) in the rock excavation area.

6. The non-open-cut construction method for shield machine extrication and attitude adjustment according to claim 5, characterized in that: The temporary support structure (7) adopts the support method of I-beams and full-covered wooden boards, with the I-beams inserted into the surrounding rock on both sides to a certain depth; after the shield tail transverse channel (6) and the shield middle transverse channel (10) are excavated and connected, three portal steel frames (9) are set up on both sides of the shaft opening, and the force conversion steel arch frame (8) is erected on the top of the portal steel frame (9).

7. The non-open-cut construction method for shield machine extrication and attitude adjustment according to claim 5, characterized in that: The rock excavation area includes a first region (11) and a second region (12). The transverse channel (10) in the shield is an integrally excavated transverse channel. Both the first region (11) and the second region (12) are excavated by water-cooled drills along the axial direction of the designed line from the transverse channel. The first region (11) is drilled at intervals of 5 to 15 cm for core extraction, and the second region (12) is drilled with interlocking core extraction. The bottom excavation gap is set according to the drop height, angle, and gradual vertical curve of the shield machine.

8. The non-open-cut construction method for shield machine extrication and attitude adjustment according to claim 1, characterized in that: Step five also includes completing the excavation of the auxiliary passage, inspecting the shield body, and cleaning up the materials and equipment inside the passage.

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