Deformation Treatment Methods, Systems and Equipment for Shield Tunnels in Soft Soil

Abstract

This invention relates to the field of shield tunnel deformation remediation technology, and discloses a method, system, and equipment for remediating shield tunnel deformation in soft strata. The method includes analyzing three-dimensional laser scanning data, total station measurement data, and track inspection trolley data of the shield tunnel segments to determine the deformation direction and value of the maximum deformation point for each ring of segments; dividing and numbering the shield tunnel segments to be remediated and performing deformation remediation according to the numbering order; determining the drilling location based on the deformation direction and value; drilling and installing anti-surge steel pipes according to the drilling location; installing controlled grouting bladders based on the drilled holes, injecting polymer material, and filling the controlled grouting bladders after expansion to generate a squeezing effect; and adjusting the grouting flow rate and grouting time based on real-time monitoring data to achieve the expected remediation goal for the tunnel segment deformation. This invention comprehensively employs detection methods such as three-dimensional laser, settlement deformation monitoring, and track inspection trolley to accurately determine the location and direction of shield tunnel deformation. By injecting polymer materials into the controlled grouting bladder, the expansion of the grout generates a squeezing effect on the tunnel segments. The squeezing range of the tunnel segments is precisely controllable, thereby reducing the deformation of the tunnel segment structure and optimizing the structural stress.

Description

Technical Field

[0001] This invention relates to the field of shield tunnel deformation treatment technology, and in particular to a method, system and equipment for treating shield tunnel deformation in soft strata. Background Technology

[0002] Subway shield tunnels are prone to deformation, which can be caused by several factors: First, tunnels traversing uneven strata can experience uneven settlement under dynamic loads. Second, inadequate backfilling and grouting behind the shield segments during construction can create gaps between the segments and the ground, leading to lateral deformation. Third, the presence of ongoing construction projects nearby, such as dewatering, excavation, underpasses or parallel crossings, and ground loading, can also cause settlement, lateral deformation, or shifting of the shield segments. Excessive deformation can lead to structural cracking, water leakage, and even rockfalls, affecting structural safety and service life. It can also negatively impact track smoothness or reduce clearance, severely affecting train safety.

[0003] Existing methods for controlling tunnel deformation mainly include steel ring reinforcement and grouting reinforcement. Steel ring reinforcement involves adding a ring-shaped steel plate of a certain thickness inside the existing shield tunnel segments. The steel plate is bonded to the segments using an adhesive material, thus controlling the deformation of the shield tunnel. This method is currently the most widely used. It can significantly improve the overall stiffness of the entire shield tunnel segment ring and enhance its resistance to deformation. However, this method reduces the clearance of the shield tunnel, making it difficult to meet the clearance requirements for train operation. Furthermore, under the influence of external factors, the shield tunnel may continue to deform, eventually causing the bonded steel plate to detach from the shield tunnel due to uncoordinated deformation, failing to fundamentally curb tunnel deformation. Grouting reinforcement commonly uses inorganic cement grout or water glass. The grout is injected through existing grouting holes in the segments to fill the voids behind the segments. The grouting pressure is relatively low, which can play a certain role in inhibiting shield tunnel deformation. However, because the diffusion range of the grout is uncontrollable, it is difficult to precisely adjust the tunnel deformation. Summary of the Invention

[0004] The main objective of this invention is to provide a method, system, and equipment for treating deformation of shield tunnels in soft strata, aiming to solve at least one of the aforementioned problems.

[0005] To achieve the above objectives, the present invention provides a method for deformation control of shield tunnels in weak strata, comprising:

[0006] Based on the analysis of the three-dimensional laser scanning data of the tunnel segments, the total station measurement data, and the track inspection trolley data, the deformation direction and deformation value of the maximum deformation point of each ring segment are determined.

[0007] The tunnel segments to be repaired are divided into sections and numbered, and deformation repair is carried out according to the numbering order;

[0008] The drilling location is determined based on the deformation direction and deformation value;

[0009] Drilling and installing anti-surge steel pipes according to the drilling location, and installing control grouting bladders based on the drilled holes;

[0010] Polymer material is injected into the controlled grouting bladder so that the polymer material expands and fills the controlled grouting bladder, thereby exerting a squeezing effect on the soil and the shield tunnel segments to be treated.

[0011] Adjust the grouting flow rate and grouting time according to the real-time monitoring data of the tunnel segment to be treated, so that the deformation adjustment of the segment can achieve the expected treatment goal.

[0012] In some embodiments, the step of analyzing the three-dimensional laser scanning data of the tunnel lining segments, total station measurement data, and track inspection trolley data to determine the deformation direction and deformation value of the maximum deformation point of each ring of segments includes:

[0013] Three-dimensional laser scanning technology is used to scan tunnel segments to obtain three-dimensional laser scanning data;

[0014] The ellipticity of the tunnel segment is analyzed based on the three-dimensional laser scanning data to obtain the ellipticity analysis results;

[0015] The deformation range of the tunnel segments and the location of the maximum deformation point for each ring of tunnel segments are determined based on the ellipticity analysis results.

[0016] Based on the total station measurement data and track inspection trolley data collected at the points of maximum deformation, the deformation direction and deformation value of the points of maximum deformation for each ring of tunnel segments are determined.

[0017] In some embodiments, the step of collecting total station measurement data and track inspection trolley data based on the maximum deformation point, and determining the deformation direction and deformation value of the maximum deformation point for each ring segment based on the total station measurement data and track inspection trolley data, includes:

[0018] The total station was used to measure the points of maximum deformation of each ring of tunnel segments to obtain total station measurement data.

[0019] By comparing and analyzing the measured values ​​of the points from the total station measurement data with the theoretical design values, the deformation direction of the point with the maximum deformation of each ring segment is obtained;

[0020] Track inspection trolleys measure each sleeper of the track to obtain track inspection trolley data;

[0021] The track measurement values ​​from the track inspection vehicle data are compared with the track design values ​​to determine the deviation between the current track alignment and the design linearity.

[0022] The deformation value at the point of maximum deformation for each ring segment is determined based on the deviation.

[0023] In some embodiments, the process of dividing and numbering the tunnel segments to be treated, and then performing deformation treatment according to the numbering order, includes:

[0024] Multiple monitoring points were set up on each ring of shield tunnel segments to be treated;

[0025] Measure the initial coordinates of the monitoring points;

[0026] The distance between the two prisms with the maximum deformation of the same ring segment and the distance between the arch prism and the track bed prism are calculated based on the initial coordinates to obtain the measurement results.

[0027] Based on the measurement results, the shield tunnel segments to be treated are divided into several sections, and the segment with the largest deformation among the shield tunnel segments to be treated is identified.

[0028] The initial treatment section is defined as two rings extending outwards from the segment with the largest deformation, and this initial treatment section is numbered zero. Within the same treatment section, the segments are treated from largest to smallest deformation.

[0029] Based on the initial treatment section, the leftward section is numbered with odd numbers in ascending order, and the rightward section is numbered with even numbers in ascending order;

[0030] Starting from the initial treatment section, the shield tunnel segments are treated in ascending order of their numbers.

[0031] In some embodiments, determining the drilling location based on the deformation direction and deformation value includes:

[0032] Determine whether the tunnel axis has shifted based on the deformation direction and deformation value;

[0033] When the tunnel axis does not shift, the two ends at the point of maximum deformation diameter are determined as the drilling positions;

[0034] When the tunnel axis is offset and the offset directions of two points at the point of maximum deformation of the ring segment are the same or opposite, the two ends at the point of maximum deformation diameter are determined as the drilling positions.

[0035] When the tunnel axis is offset and the deformation at one end of the maximum deformation diameter is relatively small or unchanged, the end with the relatively large deformation is determined as the drilling position.

[0036] If the recovery amount of the tunnel segment convergence during the rectification is greater than the preset recovery distance, an additional arch borehole will be drilled outside the borehole at the maximum deformation diameter.

[0037] In some embodiments, drilling and installing anti-surge steel pipes according to the drilling location, and installing controlled grouting bladders based on the drilled holes, includes:

[0038] Drilling is performed according to the stated drilling location, and drilling is stopped when the drilled distance from the bottom of the segment is preset.

[0039] Install threaded steel pipes so that the length of the steel pipe protruding from the pipe segment is less than or equal to the preset length;

[0040] After the steel pipe is securely anchored, drilling continues inside the steel pipe and stops after drilling through the pipe segment;

[0041] Based on the borehole, the soil behind the tunnel segment wall is cut to form a pre-defined space centered on the borehole behind the tunnel segment.

[0042] Spraying a rapid-setting slurry onto the predetermined spatial surface formed by cutting;

[0043] Insert the installation tube into the orifice of the grouting bladder in the control zone;

[0044] The controlled grouting bladder and the installation pipe are passed through the drilled hole, and the controlled grouting bladder is installed into the preset space using the installation pipe;

[0045] Install a grout stop plug at the orifice of the grouting bladder in the control zone;

[0046] Tightening the nut causes the rubber bladder at the front end of the grout stop plug to expand, so that the orifice of the grout control bladder fits against the borehole wall of the segment.

[0047] The connecting pipeline is prepared to inject grout into the grouting bladder of the control area.

[0048] In some embodiments, injecting polymer material into the controlled-domain grouting bladder includes:

[0049] If the offset of the pipe segment axis is less than the preset threshold, and the offset of one end at the maximum deformation diameter is less than the preset threshold or there is no offset, then polymer material grouting is performed at the other end at the maximum deformation diameter.

[0050] If the offset of the pipe segment axis is less than the preset threshold, and the two ends of the maximum deformation diameter are offset in opposite directions, then polymer material grouting is performed simultaneously at both ends of the maximum deformation diameter.

[0051] If the offset of the segment axis is greater than the preset threshold, and the two ends of the maximum deformation diameter are offset in the same direction, the polymer material grouting will be carried out first at the end with the relatively larger offset at the maximum deformation diameter, and the grouting will start at the other end when it is close to the theoretical position according to the real-time monitoring data.

[0052] When the convergence at the point of maximum deformation exceeds the preset convergence value, a hole is drilled at the top of the arch and the soil behind the segment wall is cut to allow the segment to have space for free upward deformation during the treatment process.

[0053] In some embodiments, the method further includes:

[0054] Grouting is stopped after the grout in the controlled grouting bladder solidifies;

[0055] Remove the grout stop plug and clear the controlled grouting sacs within the segment thickness range;

[0056] A hole was drilled using an electric drill to penetrate the bottom of the controlled grouting bladder;

[0057] Install grouting ball valves on steel pipes and connect them to pipelines to inject cementitious materials to fill the pores formed between the pipe segments and the stratum after the pipe segment deformation was corrected.

[0058] Cut off the exposed steel pipe and apply waterproof material.

[0059] Furthermore, to achieve the above objectives, this invention also proposes a deformation treatment system for shield tunnels in weak strata, comprising:

[0060] The data analysis module is used to analyze the three-dimensional laser scanning data of the tunnel segments, the total station measurement data, and the track inspection trolley data to determine the deformation direction and deformation value of the maximum deformation point of each ring segment;

[0061] The segment numbering module is used to divide and number the shield tunnel segments to be treated, and to carry out deformation treatment according to the numbering order;

[0062] A drilling module is used to determine the drilling position based on the deformation direction and deformation value;

[0063] The installation module is used to drill holes and install anti-surge steel pipes according to the drilling location, and to install control grouting bladders based on the holes after drilling.

[0064] The grouting module is used to inject polymer material into the controlled grouting bladder, so that the polymer material expands and fills the controlled grouting bladder, and exerts a squeezing effect on the soil and the shield tunnel segment to be treated.

[0065] The monitoring and adjustment module is used to adjust the grouting flow rate and grouting time based on the real-time monitoring data of the shield tunnel segment to be treated, so that the segment deformation adjustment can achieve the expected treatment goal.

[0066] Furthermore, to achieve the above objectives, the present invention also proposes an electronic device, which includes: a memory, a processor, and a soft stratum shield tunnel deformation remediation program stored in the memory and executable on the processor, wherein the soft stratum shield tunnel deformation remediation program is configured to implement the soft stratum shield tunnel deformation remediation method as described above.

[0067] This invention provides a method for deformation remediation of shield tunnels in weak strata, comprising: analyzing three-dimensional laser scanning data, total station measurement data, and track inspection trolley data of the shield tunnel segments to determine the deformation direction and value of the maximum deformation point of each ring segment; dividing and numbering the shield tunnel segments to be remediated, and performing deformation remediation according to the numbering order; determining the drilling location based on the deformation direction and deformation value; drilling and installing anti-surge steel pipes according to the drilling location, and installing controlled grouting bladders based on the drilled holes; injecting polymer material into the controlled grouting bladders so that the polymer material expands and fills the controlled grouting bladders, generating a squeezing effect on the soil and the shield tunnel segments to be remediated; adjusting the grouting flow rate and grouting time according to the real-time monitoring data of the shield tunnel segments to be remediated, so that the segment deformation adjustment achieves the expected remediation target. This invention comprehensively employs detection methods such as three-dimensional laser scanning, settlement deformation monitoring, and track inspection trolleys to accurately determine the location and direction of shield tunnel deformation. By injecting polymer material into the controlled grouting bladder, the polymer material diffuses and fills the bladder. The expansion of the grout exerts a squeezing effect on the tunnel segments, and the squeezing range of the tunnel segments is precisely controllable, causing the tunnel segments to deform inward, thereby reducing the deformation of the tunnel segment structure and optimizing the stress on the structure. Attached Figure Description

[0068] Figure 1 This is a schematic diagram of the structure of an electronic device in the hardware operating environment involved in the embodiments of the present invention;

[0069] Figure 2 This is a flowchart illustrating an embodiment of the method for treating deformation of shield tunnels in soft strata according to the present invention.

[0070] Figure 3 This is a schematic diagram of unilateral grouting involved in an embodiment of the present invention;

[0071] Figure 4 This is a schematic diagram of the double-sided grouting scheme involved in an embodiment of the present invention;

[0072] Figure 5 This is a schematic diagram of grouting when the deformation is large, as described in an embodiment of the present invention.

[0073] Figure 6 This is a schematic diagram of the grouting process involved in an embodiment of the present invention;

[0074] Figure 7This is a structural block diagram of an embodiment of the shield tunnel deformation treatment system for weak strata of the present invention.

[0075] Explanation of reference numerals in the attached drawings: 1-segment; 2-control grouting bladder; 3-control grouting bladder orifice; 4-steel pipe to be threaded; 5-grout stop plug gasket; 6-grout stop plug tightening nut; 7-one-way grout stop valve; 8-grout stop plug core tube; 9-grout stop sleeve.

[0076] The realization of the objective, functional features and advantages of the present invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0077] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0078] It should be noted that all directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of the present invention are only used to explain the relative positional relationship and movement of each component in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indication will also change accordingly.

[0079] Furthermore, the use of terms such as "first" and "second" in this invention is for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of that feature. Additionally, the technical solutions of the various embodiments can be combined with each other, but only on the basis of being achievable by those skilled in the art. If the combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention. It should be understood that the specific embodiments described herein are only for explaining the invention and are not intended to limit the invention.

[0080] Reference Figure 1 , Figure 1 This is a schematic diagram of the electronic device structure of the hardware operating environment involved in the embodiments of the present invention.

[0081] like Figure 1As shown, the electronic device may include: a processor 1001, such as a central processing unit (CPU), a communication bus 1002, a user interface 1003, a network interface 1004, and a memory 1005. The communication bus 1002 is used to enable communication between these components. The user interface 1003 may include a display screen or an input unit such as a keyboard; optionally, the user interface 1003 may also include a standard wired interface or a wireless interface. The network interface 1004 may optionally include a standard wired interface or a wireless interface (such as a Wireless-Fidelity (Wi-Fi) interface). The memory 1005 may be high-speed random access memory (RAM) or stable non-volatile memory (NVM), such as a disk drive. The memory 1005 may also optionally be a storage device independent of the aforementioned processor 1001.

[0082] Those skilled in the art will understand that Figure 1 The structure shown does not constitute a limitation on the electronic device and may include more or fewer components than shown, or combine certain components, or have different component arrangements.

[0083] like Figure 1 As shown, the memory 1005, which serves as a storage medium, may include an operating system, a network communication module, a user interface module, and a deformation correction program for shield tunnels in weak strata.

[0084] exist Figure 1 In the electronic device shown, the network interface 1004 is mainly used for data communication with the network server; the user interface 1003 is mainly used for data interaction with the user; the processor 1001 and the memory 1005 in the electronic device of the present invention can be set in the electronic device, and the electronic device calls the deformation treatment program of the shield tunnel in the weak stratum stored in the memory 1005 through the processor 1001, and executes the deformation treatment method of the shield tunnel in the weak stratum provided in the embodiment of the present invention.

[0085] This invention proposes a method, system, and equipment for deformation treatment of shield tunnels in soft strata.

[0086] This invention provides a method for treating deformation of shield tunnels in weak strata, referring to... Figure 2 , Figure 2 This is a flowchart illustrating an embodiment of the method for treating deformation of shield tunnels in weak strata according to the present invention.

[0087] like Figure 2As shown, the method for treating deformation of shield tunnels in weak strata includes:

[0088] Step S100: Analyze the three-dimensional laser scanning data of the shield tunnel segments, the total station measurement data, and the track inspection trolley data to determine the deformation direction and deformation value of the maximum deformation point of each ring segment;

[0089] Step S200: Divide and number the shield tunnel segments to be treated, and carry out deformation treatment according to the numbering order;

[0090] Step S300: Determine the drilling location based on the deformation direction and deformation value;

[0091] Step S400: Drill holes and install anti-surge steel pipes according to the drilling location, and install control grouting bladders based on the holes after drilling;

[0092] Step S500: Inject polymer material into the controlled grouting bladder so that the polymer material expands and fills the controlled grouting bladder, thereby exerting a squeezing effect on the soil and the shield tunnel segment to be treated.

[0093] Step S600: Adjust the grouting flow rate and grouting time according to the real-time monitoring data of the shield tunnel segment to be treated, so that the segment deformation adjustment achieves the expected treatment goal.

[0094] It should be noted that this embodiment uses the construction technology design for deformation control of shield tunnels in soft strata as an example. In this embodiment, an in-tunnel treatment method is adopted, which is not limited by the surface environment. A comprehensive approach is used, employing three-dimensional laser scanning, settlement deformation monitoring, and track inspection trolleys to accurately determine the range, location, and direction of shield tunnel deformation. Monitoring points are set up at the arch crown of each ring of segments within a certain range at both ends, the track bed, and both ends of the diameter with the largest deformation. Automated monitoring methods are used to monitor the segment deformation in real time. Holes are drilled in the tunnel segments with significant deformation. High-pressure water or air is used to cut and erode the soil behind the segments, creating a specific space. A fast-setting grout is then sprayed onto the soil surface. A customized bladder-type controlled-area grouting device is installed within the eroded space behind the segments through the drilled holes, ensuring the center of the controlled-area grouting bladder is roughly aligned with the borehole. High-polymer material is injected into the controlled-area grouting bladder through a grouting pipe installed at its opening. The polymer material diffuses and fills the bladder, and the grout expansion exerts a squeezing effect on the tunnel segments. The range of squeezing is precisely controllable, causing the segments to deform inwards, ultimately reducing structural deformation and optimizing structural stress. The following details the specific steps.

[0095] In one embodiment, the deformation direction and value of the maximum deformation point of each ring of tunnel segments are determined by analyzing the three-dimensional laser scanning data of the tunnel segments, total station measurement data, and track inspection trolley data. This includes: scanning the tunnel segments using three-dimensional laser scanning technology to obtain three-dimensional laser scanning data; analyzing the ellipticity of the tunnel segments based on the three-dimensional laser scanning data to obtain ellipticity analysis results; determining the deformation range of the tunnel segments and the maximum deformation point of each ring of tunnel segments based on the ellipticity analysis results; collecting total station measurement data and track inspection trolley data based on the maximum deformation point, and determining the deformation direction and deformation value of the maximum deformation point of each ring of tunnel segments based on the total station measurement data and track inspection trolley data.

[0096] The process involves collecting total station measurement data and track inspection trolley data based on the points of maximum deformation, and determining the deformation direction and value of the maximum deformation point for each ring of tunnel segments based on the total station measurement data and track inspection trolley data. This includes: measuring the maximum deformation point of each ring of tunnel segments using a total station to obtain total station measurement data; comparing and analyzing the measured values ​​of the total station measurement data with the theoretical design values ​​to obtain the deformation direction of the maximum deformation point for each ring of tunnel segments; measuring each sleeper of the track using a track inspection trolley to obtain track inspection trolley data; comparing the track measurement values ​​of the track inspection trolley data with the track design values ​​to determine the deviation between the current track alignment and the design alignment; and determining the deformation value of the maximum deformation point for each ring of tunnel segments based on the deviation.

[0097] For example, 3D laser scanning technology is used to acquire 3D laser scanning data of tunnel shield segments, which can comprehensively collect overall information about the tunnel shield segments with high accuracy. A total station is used to measure the points of maximum deformation in each ring of segments, obtaining total station measurement data, thereby analyzing the deformation direction of the points of maximum deformation in each ring of segments. A track inspection trolley is used to measure each sleeper of the track, obtaining track inspection trolley data, thereby analyzing the deviation between the current track alignment and the design alignment.

[0098] Specifically, three-dimensional laser scanning technology is used to scan the tunnel segments and analyze their ellipticity to determine the deformation range and the location of the maximum deformation in each ring of segments. A total station is used to measure the location of the maximum deformation in each ring of segments, and the measured values ​​are compared with the theoretical design values ​​to analyze the deformation direction at each point. A track inspection trolley is used to measure each sleeper of the track, and the measured values ​​are compared with the design values ​​to determine the deviation between the current track alignment and the design alignment. The three-dimensional laser scanning data, total station measurement data, and track inspection trolley data are fitted and comprehensively analyzed to finally determine the deformation direction and deformation value of the location of the maximum deformation in each ring of segments.

[0099] In one embodiment, the process of dividing and numbering the shield tunnel segments to be treated, and then performing deformation treatment according to the numbering order, includes: setting up multiple monitoring points on each ring of shield tunnel segments to be treated; measuring the initial coordinates of the monitoring points; calculating the distance between the two prisms with the largest deformation in the same ring of segments and the distance between the arch prism and the track bed prism based on the initial coordinates, and obtaining the measurement results; dividing the shield tunnel segments to be treated into several segments based on the measurement results, and identifying the segment with the largest deformation among the shield tunnel segments to be treated; extending two rings to each side of the segment with the largest deformation as the initial treatment segment, and numbering the initial treatment segment as zero; wherein, for segments within the same treatment segment, treatment is carried out from the largest to the smallest deformation; segments to the left of the initial treatment segment are numbered with odd numbers from smallest to largest, and segments to the right are numbered with even numbers from smallest to largest; and shield tunnel segment treatment is carried out from the initial treatment segment according to the ascending order of the numbers.

[0100] Specifically, multiple (e.g., 4 or 5) monitoring points are set up on each ring of shield tunnel segments requiring treatment. For example, one point is set up at the centerline of the arch, one or two points are set up on the tunnel bed, and two points are set up at both ends of the largest deformation diameter. Automated monitoring instruments are used for the monitoring points. The initial coordinates of each point are measured, and the spacing between the two prisms with the largest deformation in the same ring of segments is calculated. The spacing between the arch prism and the track bed prism is also calculated. Based on the measurement results, the treatment area is divided into several sections. For example, each section can contain 4 to 6 rings of segments. Based on the deformation direction and deformation value of the largest deformation point of each ring of segments, the segment with the largest deformation in the shield tunnel segments to be treated is determined. The segment with the largest deformation extends 2 rings to each side as section 0# (i.e., the initial treatment section). The sections to the left of section 0# are numbered sequentially as 1#, 3#, 5#..., and the sections to the right are numbered sequentially as 2#, 4#, 6#...

[0101] It should be noted that in this embodiment, the treatment sequence of the tunnel segments is 0#, 1#, 2#, 3#, 4#, 5#..., until all segments are treated. Within the same segment, the treatment is carried out according to the magnitude of deformation, starting with the segment with the largest deformation and proceeding in descending order of deformation.

[0102] In this embodiment, the treatment of the pipe segments is carried out in sections, starting from the point of maximum deformation and extending towards both ends. Since the pipe segments are connected by bolts, the above treatment method can make the deformation of adjacent pipe segments relatively uniform and more coordinated during the treatment process, avoiding excessive deformation differences that could cause misalignment or cracking of the pipe segments.

[0103] In one embodiment, determining the borehole location based on the deformation direction and deformation value includes: determining whether the tunnel axis has shifted based on the deformation direction and deformation value; when the tunnel axis has not shifted, determining the two ends of the maximum deformation diameter as borehole locations; when the tunnel axis has shifted and the two points of the maximum deformation point of the same ring segment have the same or opposite shift directions, determining the two ends of the maximum deformation diameter as borehole locations; when the tunnel axis has shifted and the deformation at one end of the maximum deformation diameter is relatively small or unchanged, determining the end with the relatively large deformation as the borehole location; if the recovery amount of the segment convergence during remediation is greater than a preset recovery distance, then an additional arch borehole is added in addition to the borehole at the maximum deformation diameter.

[0104] Specifically, if the tunnel axis does not shift, holes are drilled at both ends of the point of maximum deformation; if the tunnel axis shifts and the two points of the maximum deformation point of the ring segment have the same or opposite shift directions, holes are drilled at both ends of the point of maximum deformation; if the tunnel axis shifts, but the deformation at one end of the maximum deformation diameter is smaller or unchanged, holes are drilled only at the end with the larger shift.

[0105] It is understood that in this embodiment, if the recovery amount of the tunnel segment convergence during treatment is greater than the preset recovery distance (e.g., 15mm), in addition to drilling a hole at the maximum deformation diameter, one hole also needs to be drilled at the arch top. The preset recovery distance can be set according to the actual engineering situation, and this embodiment does not limit it.

[0106] In one embodiment, drilling and installing anti-surge steel pipes according to the drilling location, and installing controlled grouting bladders based on the drilled holes, includes: drilling according to the drilling location and stopping drilling when the drilling reaches a preset distance from the bottom of the pipe segment; installing threaded steel pipes such that the length of the steel pipe protruding from the pipe segment is less than or equal to a preset length; after the steel pipe is securely anchored, continuing drilling inside the steel pipe and stopping drilling after penetrating the pipe segment; and cutting the soil behind the pipe segment wall based on the drilled holes to form a drilling-friendly area behind the pipe segment. A pre-defined space centered on the hole; spraying quick-setting grout onto the surface of the pre-defined space formed by cutting; inserting an installation tube into the orifice of the controlled-area grouting bladder; passing the controlled-area grouting bladder and the installation tube through the drilled hole, and using the installation tube to install the controlled-area grouting bladder into the pre-defined space; installing a grout stop plug at the orifice of the controlled-area grouting bladder; expanding the rubber bladder at the front end of the grout stop plug by tightening the nut, so that the orifice of the controlled-area grouting bladder fits against the drilled wall of the segment; connecting the pipeline to prepare for grouting into the controlled-area grouting bladder.

[0107] It should be noted that the boreholes should ideally be located along the centerline of the segment width. A rebar detector can be used to check the rebar before drilling. Drilling should avoid damaging the rebar inside the segment. The borehole diameter should preferably be between 40 and 50 mm. While ensuring the installation of the grout stop bag, avoid making the hole too large, which could damage the segment.

[0108] In one example, a water drill is used for drilling, stopping when the drill reaches a preset distance (e.g., 5cm) from the bottom of the tunnel segment. A threaded steel pipe (anti-surge steel pipe) with a diameter of, for example, 32 to 42mm is installed, with the pipe protruding from the tunnel segment by a preset length (e.g., no more than 10cm) to avoid encroaching on the clearance gauge and affecting train operation safety. The steel pipe can be securely anchored with an anchoring agent (the purpose of this steel pipe is to prevent water and sand inrush when drilling through the tunnel segment). After secure anchoring, drilling continues inside the steel pipe with a hole diameter of, for example, 30 to 40mm, stopping after drilling through the tunnel segment. The preset distance and preset length can be set according to the actual engineering conditions, and this embodiment does not impose any limitations on them.

[0109] Specifically, the water (air) gun is inserted into the borehole via the connecting pipeline, initially with the water (air) outlet facing upwards. High-pressure water (air) is used to cut the soil behind the tunnel segment wall, while the gun body rotates uniformly from top to bottom. This creates a certain space (i.e., a preset space) centered on the borehole behind the tunnel segment. For example, the thickness D of this space is ≤ (thickness D1 of the grouting bladder - offset D2 to be restored for the tunnel segment treatment - 20mm). Then, fast-setting grout is sprayed onto the surface of the space formed by the cutting through the nozzle of the gun body to ensure the stability of the surrounding rock and prevent collapse, creating favorable conditions for the smooth installation of the grouting bladder. In this embodiment, using a spray gun to spray fast-setting grout onto the surface of the space formed by the cutting can effectively prevent borehole wall collapse, ensure that the grouting bladder is installed in the predetermined position, and create conditions for precise adjustment of tunnel segment deformation.

[0110] Specifically, a flexible and retractable installation tube is inserted into the orifice of a controlled grouting bladder (which can be disc-shaped and breathable). The controlled grouting bladder, along with the installation tube, is then passed through a drilled hole, and the installation tube is used to lay the controlled grouting bladder relatively evenly within the predetermined space. The orifice of the controlled grouting bladder must protrude beyond the tunnel lining segments.

[0111] Specifically, a grout stopper with a rubber sleeve is installed at the orifice of the grouting bladder. Tightening the nut causes the rubber sleeve at the front end of the grout stopper to expand, thereby ensuring a tight seal between the orifice of the grouting bladder and the borehole wall of the tunnel segment. At this point, the connecting pipeline is ready for grouting. The grout stopper must provide sufficient frictional resistance.

[0112] In this embodiment, the thickness and area of ​​the controlled grouting bladder are calculated based on numerical simulation. This can make the stress on the segments more uniform during the segment deformation treatment process, and can avoid stress concentration during back-wall grouting, which could damage the structure.

[0113] In one embodiment, a polymer material is injected into the controlled grouting bladder so that the polymer material expands and fills the controlled grouting bladder, thereby exerting a squeezing effect on the soil and the tunnel segment to be treated.

[0114] In one embodiment, injecting polymer material into the controlled grouting bladder includes: if the offset of the segment axis is less than a preset threshold, and the offset at one end of the maximum deformation diameter is less than the preset threshold or there is no offset, then grouting polymer material is performed at the other end of the maximum deformation diameter; if the offset of the segment axis is less than the preset threshold, and the two ends of the maximum deformation diameter are offset in opposite directions, then polymer material is simultaneously grouted at both ends of the maximum deformation diameter; if the offset of the segment axis is greater than the preset threshold, and the two ends of the maximum deformation diameter are offset in the same direction, then polymer material is first grouted at the end of the maximum deformation diameter with a relatively larger offset, and grouting at the other end begins when it approaches the theoretical position based on real-time monitoring data; when the convergence at the maximum deformation point is greater than a preset convergence value, a hole is drilled at the arch crown and the soil behind the segment wall is cut to allow the segment to have space for free upward deformation during the treatment process.

[0115] For example, polymeric materials that can be used include polymeric AB group materials. Polymeric AB group materials include a main agent and a curing agent, which are injected into a controlled-domain grouting bladder, reacting, expanding, and solidifying within the bladder to fill it. Polymeric AB group materials include, but are not limited to, two-component self-expanding polyurethane polymers.

[0116] Specifically, polymer AB group material is injected into the grouting bladder through the one-way valve at the end of the grout stop plug. After mixing, the polymer AB group material reacts and expands rapidly, filling the grouting bladder and generating a squeezing effect on the surrounding soil and tunnel segments.

[0117] Specifically, if the offset of the segment axis is small, and the offset at the end with the largest deformation diameter is small or non-existent, then grouting should only be performed at the other end (e.g., refer to...). Figure 3 (See the schematic diagram of single-sided grouting shown); if the offset of the segment axis is small, and the two ends of the maximum deformation diameter are offset in opposite directions, then grouting should be performed simultaneously (for example, refer to...). Figure 4 (See the schematic diagram of double-sided grouting shown); If the segment axis offset is large, and both ends at the maximum deformation diameter offset occur in the same direction, grouting will begin first on the side with the largest offset at the maximum deformation diameter, while grouting on the other side will begin when the other end approaches the theoretical position based on real-time monitoring data. Furthermore, it should be noted that, referring to... Figure 5The diagram illustrates grouting when the deformation is large. When the convergence at the point of maximum deformation exceeds a preset convergence value (i.e., the convergence at the point of maximum deformation is significant), a hole should be drilled at the arch crown, and the soil behind the segment wall should be cut to ensure that the segment has room for free upward deformation during the treatment process. The preset threshold and preset convergence value for the segment axis offset comparison analysis can be set according to the actual engineering conditions; this embodiment does not impose any limitations on this.

[0118] In this embodiment, a polymer material is injected into the controlled grouting bladder. The polymer material reacts and expands in volume. Compared with the method of using inorganic grouting materials, this embodiment uses less material. The polymer material construction equipment is lightweight and flexible, and easier to operate. It is especially suitable for construction operations in confined spaces in subways, and the construction efficiency is higher.

[0119] In this embodiment, the expansion of the polymer material during reaction exerts a squeezing effect on the tunnel segments, ultimately achieving the rectification of segment convergence and displacement. Using a controlled-domain grouting bladder allows the grout to diffuse and expand within a predetermined range, preventing disordered grout diffusion. This avoids material waste caused by disordered grout diffusion and prevents grout from spreading to areas that do not require treatment due to uncontrollable diffusion, thus avoiding secondary damage to the tunnel segments caused by the grout reaction.

[0120] In one embodiment, the grouting flow rate and grouting time are adjusted based on real-time monitoring data of the tunnel segment to be treated, so that the deformation adjustment of the segment achieves the expected treatment goal.

[0121] In one embodiment, the method further includes: stopping grouting after the grout in the controlled grouting bladder has solidified; removing the grout stop plug and clearing the controlled grouting bladder within the thickness range of the tunnel segment; drilling a hole with an electric drill to penetrate the bottom of the controlled grouting bladder; installing a grouting ball valve on a steel pipe and connecting the pipeline to inject cementitious material to fill the voids formed between the tunnel segment and the stratum after the tunnel segment deformation correction; cutting off the exposed steel pipe and applying a waterproof material.

[0122] Specifically, refer to Figure 6 The grouting diagram shown illustrates how the grouting flow rate and time are adjusted based on monitoring data (real-time monitoring data) from deployed automated monitoring instruments to slowly and evenly adjust the segment deformation. Once the expected treatment goal is achieved, grouting is stopped after the grout solidifies. The grout stop plugs are removed, and the controlled grouting cavities within the segment thickness range are cleared. Holes are drilled using an electric drill, penetrating to the bottom of the controlled grouting cavities. Grouting ball valves are installed on the steel pipes, the pipelines are connected, and cementitious binder is injected to fill the voids formed between the segment and the ground after the segment deformation treatment. Exposed steel pipes are cut off, and waterproof material is applied.

[0123] In this embodiment, the characteristics of subway renovation work, which requires construction within a window of opportunity, are fully considered. The window of opportunity is generally 3 to 4 hours, and it is difficult to complete the entire process from drilling to grouting within one window of opportunity. By installing steel pipes, it can be ensured that the borehole is effectively sealed by installing ball valves at the end of the window of opportunity to prevent sudden surge accidents and ensure the safety of train operation the next day.

[0124] In this embodiment, by making full use of the rapid response characteristics of polymers and the high-frequency automated monitoring system, it is possible to quickly rectify the deformation of the pipe segments and understand the deformation status of the pipe segments in real time, thereby achieving the goal of rapid and precise control and rectification of deformation.

[0125] This embodiment provides a method for deformation remediation of shield tunnels in soft strata, including: analyzing three-dimensional laser scanning data, total station measurement data, and track inspection trolley data of the shield tunnel segments to determine the deformation direction and value of the maximum deformation point of each ring segment; dividing and numbering the shield tunnel segments to be remediated, and performing deformation remediation according to the numbering order; determining the drilling location based on the deformation direction and value; drilling and installing anti-surge steel pipes according to the drilling location, and installing controlled grouting bladders based on the drilled holes; injecting polymer material into the controlled grouting bladders so that the polymer material expands and fills the controlled grouting bladders, generating a squeezing effect on the soil and the shield tunnel segments to be remediated; adjusting the grouting flow rate and grouting time according to the real-time monitoring data of the shield tunnel segments to be remediated, so that the segment deformation adjustment achieves the expected remediation target. In this embodiment, a combination of detection methods, including three-dimensional laser scanning, settlement deformation monitoring, and track inspection trolley, is used to accurately determine the location and direction of shield tunnel deformation. By injecting polymer material into the controlled grouting bladder, the polymer material diffuses and fills the bladder. The expansion of the grout exerts a squeezing effect on the tunnel segments, and the squeezing range of the tunnel segments is precisely controllable, causing the tunnel segments to deform inward, thereby reducing the deformation of the tunnel segment structure and optimizing the structural stress.

[0126] Furthermore, this embodiment of the invention also proposes a storage medium storing a deformation correction program for shield tunnels in weak strata. When the deformation correction program for shield tunnels in weak strata is executed by a processor, it implements the steps of the deformation correction method for shield tunnels in weak strata as described above.

[0127] Reference Figure 7 , Figure 7 This is a structural block diagram of an embodiment of the shield tunnel deformation treatment system for weak strata of the present invention.

[0128] like Figure 7 As shown, the deformation treatment system for shield tunnels in weak strata includes:

[0129] Data analysis module 10 is used to analyze the three-dimensional laser scanning data of the tunnel segments, the total station measurement data and the track inspection trolley data to determine the deformation direction and deformation value of the maximum deformation point of each ring segment;

[0130] The segment numbering module 20 is used to divide and number the shield tunnel segments to be treated, and to carry out deformation treatment according to the numbering order;

[0131] Drilling module 30 is used to determine the drilling position based on the deformation direction and deformation value;

[0132] Installation module 40 is used to drill holes and install anti-surge steel pipes according to the drilling location, and to install control grouting bladders based on the holes after drilling.

[0133] Grouting module 50 is used to inject polymer material into the controlled grouting bladder so that the polymer material expands and fills the controlled grouting bladder and exerts a squeezing effect on the soil and the shield tunnel segment to be treated.

[0134] The monitoring and adjustment module 60 is used to adjust the grouting flow rate and grouting time according to the real-time monitoring data of the shield tunnel segment to be treated, so that the segment deformation adjustment can achieve the expected treatment goal.

[0135] Specifically, the system described in this embodiment adopts an in-tunnel treatment method, which is not limited by the surface environment. It comprehensively uses detection methods such as three-dimensional laser scanning, settlement deformation monitoring, and track inspection trolley to accurately determine the range, location, and direction of shield tunnel deformation. Monitoring points are set up at the arch top, track bed, and both ends of the largest diameter of each ring segment within a certain range of the deformed segments. Automated monitoring methods are used to monitor the segment deformation in real time. Holes are drilled in the tunnel segments with large deformations. High-pressure water or air is used to cut and erode the soil behind the segments to create a certain space. Then, fast-setting grout is sprayed onto the soil surface. A customized bladder-type controlled grouting device is installed in the eroded space behind the segments through the drilled holes, ensuring that the center of the controlled grouting bladder is basically aligned with the borehole. High polymer material is injected into the controlled grouting bladder through the grouting pipe installed at the grouting bladder opening. The polymer material diffuses and fills the bladder, and the expansion of the grout creates a squeezing effect on the tunnel segments. The squeezing range of the tunnel segments is precisely controllable, causing the tunnel segments to deform inward, ultimately reducing the deformation of the tunnel segment structure and optimizing the structural stress.

[0136] This embodiment proposes a deformation treatment system for shield tunnels in weak strata. This system comprehensively employs three-dimensional laser scanning, settlement deformation monitoring, and track inspection trolleys to accurately determine the location and direction of shield tunnel deformation. By injecting polymer material into the controlled grouting bladder, the polymer material diffuses and fills the bladder. The expansion of the grout exerts a squeezing effect on the tunnel segments, and the squeezing range of the segments is precisely controllable, causing the segments to deform inwards. This achieves the goal of reducing segment structural deformation and optimizing structural stress.

[0137] It should be noted that technical details not described in detail in this embodiment of the soft soil shield tunnel deformation treatment system can be found in any embodiment of the present invention applied to the soft soil shield tunnel deformation treatment method as described above, and will not be repeated here.

[0138] It should be understood that the above are merely illustrative examples and do not constitute any limitation on the technical solutions of the present invention. In specific applications, those skilled in the art can make settings as needed, and the present invention does not impose any restrictions on this.

[0139] It should be noted that the workflow described above is merely illustrative and does not limit the scope of protection of this invention. In practical applications, those skilled in the art can select some or all of the workflow to achieve the purpose of this embodiment according to actual needs, and no restrictions are imposed here.

[0140] Furthermore, it should be noted that, in this document, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or system that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or system. Unless otherwise specified, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or system that includes that element.

[0141] The sequence numbers of the above embodiments of the present invention are for descriptive purposes only and do not represent the superiority or inferiority of the embodiments.

[0142] Through the above description of the embodiments, those skilled in the art can clearly understand that the methods of the above embodiments can be implemented by means of software plus necessary general-purpose hardware platforms. Of course, they can also be implemented by hardware, but in many cases the former is a better implementation method. Based on this understanding, the technical solution of the present invention, or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product is stored in a storage medium (such as read-only memory (ROM) / RAM, magnetic disk, optical disk) and includes several instructions to cause a terminal device (which may be a mobile phone, computer, server, or network device, etc.) to execute the methods described in the various embodiments of the present invention.

[0143] The above are merely preferred embodiments of the present invention and do not limit the scope of the patent. Any equivalent structural or procedural transformations made based on the description and drawings of the present invention, or direct or indirect applications in other related technical fields, are similarly included within the scope of patent protection of the present invention.

Claims

1. A method for treating deformation of shield tunnels in weak strata, characterized in that, include: Based on the analysis of the three-dimensional laser scanning data of the tunnel segments, the total station measurement data, and the track inspection trolley data, the deformation direction and deformation value of the maximum deformation point of each ring segment are determined. The tunnel segments to be repaired are divided into sections and numbered, and deformation repair is carried out according to the numbering order; The drilling location is determined based on the deformation direction and deformation value; Drilling and installing anti-surge steel pipes according to the drilling location, and installing control grouting bladders based on the drilled holes; Polymer material is injected into the controlled grouting bladder so that the polymer material expands and fills the controlled grouting bladder, thereby exerting a squeezing effect on the soil and the shield tunnel segments to be treated. Adjust the grouting flow rate and grouting time according to the real-time monitoring data of the tunnel segment to be treated, so that the deformation adjustment of the segment can achieve the expected treatment goal; The process of injecting polymer material into the controlled grouting bladder includes: if the offset of the segment axis is less than a preset threshold, and the offset at one end of the maximum deformation diameter is less than the preset threshold or there is no offset, then polymer material is injected into the other end of the maximum deformation diameter; if the offset of the segment axis is less than the preset threshold, and the two ends of the maximum deformation diameter are offset in opposite directions, then polymer material is injected into both ends of the maximum deformation diameter simultaneously; if the offset of the segment axis is greater than the preset threshold, and the two ends of the maximum deformation diameter are offset in the same direction, then polymer material is injected first at the end of the maximum deformation diameter with a relatively larger offset, and grouting begins at the other end when it approaches the theoretical position based on real-time monitoring data; when the convergence at the maximum deformation point is greater than a preset convergence value, a hole is drilled at the arch crown and the soil behind the segment wall is cut to allow the segment to have space for free upward deformation during the treatment process.

2. The method as described in claim 1, characterized in that, The process involves analyzing 3D laser scanning data of the tunnel lining segments, total station measurement data, and track inspection trolley data to determine the deformation direction and value of the maximum deformation point for each ring of segments, including: Three-dimensional laser scanning technology is used to scan tunnel segments to obtain three-dimensional laser scanning data; The ellipticity of the tunnel segment is analyzed based on the three-dimensional laser scanning data to obtain the ellipticity analysis results; The deformation range of the tunnel segments and the location of the maximum deformation point for each ring of tunnel segments are determined based on the ellipticity analysis results. Based on the total station measurement data and track inspection trolley data collected at the points of maximum deformation, the deformation direction and deformation value of the points of maximum deformation for each ring of tunnel segments are determined.

3. The method as described in claim 2, characterized in that, The process of collecting total station measurement data and track inspection trolley data based on the points of maximum deformation, and determining the deformation direction and value of the points of maximum deformation for each ring of tunnel segments based on the total station measurement data and track inspection trolley data, includes: The total station was used to measure the points of maximum deformation of each ring of tunnel segments to obtain total station measurement data. By comparing and analyzing the measured values ​​of the points from the total station measurement data with the theoretical design values, the deformation direction of the point with the maximum deformation of each ring segment is obtained; Track inspection trolleys measure each sleeper of the track to obtain track inspection trolley data; The track measurement values ​​from the track inspection vehicle data are compared with the track design values ​​to determine the deviation between the current track alignment and the design linearity. The deformation value at the point of maximum deformation for each ring segment is determined based on the deviation.

4. The method as described in claim 1, characterized in that, The process of dividing and numbering the tunnel segments to be repaired, and then carrying out deformation repair according to the numbering order, includes: Multiple monitoring points were set up on each ring of shield tunnel segments to be treated; Measure the initial coordinates of the monitoring points; The distance between the two prisms with the maximum deformation of the same ring segment and the distance between the arch prism and the track bed prism are calculated based on the initial coordinates to obtain the measurement results. Based on the measurement results, the shield tunnel segments to be treated are divided into several sections, and the segment with the largest deformation among the shield tunnel segments to be treated is identified. The initial treatment section is defined as two rings extending outwards from the segment with the largest deformation, and this initial treatment section is numbered zero. Within the same treatment section, the segments are treated from largest to smallest deformation. Based on the initial treatment section, the leftward section is numbered with odd numbers in ascending order, and the rightward section is numbered with even numbers in ascending order; Starting from the initial treatment section, the shield tunnel segments are treated in ascending order of their numbers.

5. The method as described in claim 1, characterized in that, Determining the drilling location based on the deformation direction and deformation value includes: Determine whether the tunnel axis has shifted based on the deformation direction and deformation value; When the tunnel axis does not shift, the two ends at the point of maximum deformation diameter are determined as the drilling positions; When the tunnel axis is offset and the offset directions of two points at the point of maximum deformation of the ring segment are the same or opposite, the two ends at the point of maximum deformation diameter are determined as the drilling positions. When the tunnel axis is offset and the deformation at one end of the maximum deformation diameter is relatively small or unchanged, the end with the relatively large deformation is determined as the drilling position. If the recovery amount of the tunnel segment convergence during the rectification is greater than the preset recovery distance, an additional arch borehole will be drilled outside the borehole at the maximum deformation diameter.

6. The method as described in claim 1, characterized in that, The process of drilling and installing anti-surge steel pipes according to the drilling location, and installing controlled grouting bladders based on the drilled holes, includes: Drilling is performed according to the stated drilling location, and drilling is stopped when the drilled distance from the bottom of the segment is preset. Install threaded steel pipes so that the length of the steel pipe protruding from the pipe segment is less than or equal to the preset length; After the steel pipe is securely anchored, drilling continues inside the steel pipe and stops after drilling through the pipe segment; Based on the borehole, the soil behind the tunnel segment wall is cut to form a pre-defined space centered on the borehole behind the tunnel segment. Spraying a rapid-setting slurry onto the predetermined spatial surface formed by cutting; Insert the installation tube into the orifice of the grouting bladder in the control zone; The controlled grouting bladder and the installation pipe are passed through the drilled hole, and the controlled grouting bladder is installed into the preset space using the installation pipe; Install a grout stop plug at the orifice of the grouting bladder in the control zone; Tightening the nut causes the rubber bladder at the front end of the grout stop plug to expand, so that the orifice of the grout control bladder fits against the borehole wall of the segment. The connecting pipeline is prepared to inject grout into the grouting bladder of the control area.

7. The method according to any one of claims 1 to 6, characterized in that, The method further includes: Grouting is stopped after the grout in the controlled grouting bladder solidifies; Remove the grout stop plug and clear the controlled grouting sacs within the segment thickness range; A hole was drilled using an electric drill to penetrate the bottom of the controlled grouting bladder; Install grouting ball valves on steel pipes and connect them to pipelines to inject cementitious materials to fill the pores formed between the pipe segments and the stratum after the pipe segment deformation was corrected. Cut off the exposed steel pipe and apply waterproof material.

8. A deformation treatment system for shield tunnels in weak strata, characterized in that, include: The data analysis module is used to analyze the three-dimensional laser scanning data of the tunnel segments, the total station measurement data, and the track inspection trolley data to determine the deformation direction and deformation value of the maximum deformation point of each ring segment; The segment numbering module is used to divide and number the shield tunnel segments to be treated, and to carry out deformation treatment according to the numbering order; A drilling module is used to determine the drilling position based on the deformation direction and deformation value; The installation module is used to drill holes and install anti-surge steel pipes according to the drilling location, and to install control grouting bladders based on the holes after drilling. The grouting module is used to inject polymer material into the controlled grouting bladder, so that the polymer material expands and fills the controlled grouting bladder, and exerts a squeezing effect on the soil and the shield tunnel segment to be treated. The monitoring and adjustment module is used to adjust the grouting flow rate and grouting time based on the real-time monitoring data of the shield tunnel segment to be treated, so that the deformation adjustment of the segment can achieve the expected treatment goal. The process of injecting polymer material into the controlled grouting bladder includes: if the offset of the segment axis is less than a preset threshold, and the offset at one end of the maximum deformation diameter is less than the preset threshold or there is no offset, then polymer material is injected into the other end of the maximum deformation diameter; if the offset of the segment axis is less than the preset threshold, and the two ends of the maximum deformation diameter are offset in opposite directions, then polymer material is injected into both ends of the maximum deformation diameter simultaneously; if the offset of the segment axis is greater than the preset threshold, and the two ends of the maximum deformation diameter are offset in the same direction, then polymer material is injected first at the end of the maximum deformation diameter with a relatively larger offset, and grouting begins at the other end when it approaches the theoretical position based on real-time monitoring data; when the convergence at the maximum deformation point is greater than a preset convergence value, a hole is drilled at the arch crown and the soil behind the segment wall is cut to allow the segment to have space for free upward deformation during the treatment process.

9. An electronic device, characterized in that, The electronic device includes: a memory, a processor, and a soft stratum shield tunnel deformation remediation program stored in the memory and executable on the processor, the soft stratum shield tunnel deformation remediation program being configured to implement the soft stratum shield tunnel deformation remediation method as described in any one of claims 1 to 7.

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