Shield tunnel end head melting and sinking control method and control system

Abstract

The application belongs to the technical field of tunnel construction, and discloses a shield tunnel end head thaw settlement control method and a control system. The thaw settlement control method comprises the following steps: S1, multiple thaw settlement compensation points are set in the soil layer below the frozen area of the tunnel end head; S2, multiple bags are respectively buried at the multiple thaw settlement compensation points, and settlement monitoring points are uniformly arranged in the soil layer of the frozen area around each thaw settlement compensation point; S3, the settlement data of the soil layer around the corresponding thaw settlement compensation point is monitored in real time by using each settlement monitoring point; S4, when the monitored settlement data reaches a preset trigger condition, a filling mechanism is controlled to inject filling material into the bag at the corresponding thaw settlement compensation point, so that the bag expands to compensate the surrounding soil layer in situ. The application sets multiple thaw settlement compensation points, and does not need to perform secondary drilling construction after thaw settlement occurs, so that the thaw settlement is actively controlled in advance, and the thaw settlement is accurately controlled.

Description

Technical Field

[0001] This invention belongs to the field of tunnel construction technology, and specifically relates to a method and control system for controlling the melting settlement at the end of a shield tunnel. Background Technology

[0002] In shield tunnel construction, to ensure safety during launch and reception, artificial ground freezing is often used to temporarily reinforce the soil in the end area, forming a frozen curtain with high strength and good water-stopping properties. After the shield machine launches, the frozen curtain will enter a natural or forced thawing stage. The ice frozen in the soil melts into water and is discharged, leading to an increase in the soil porosity and ground consolidation settlement, i.e., thaw settlement. Thaw settlement directly affects the stability of the tunnel lining structure. Therefore, precise control of ground thaw settlement during the thawing stage of the frozen curtain is the core and key to subsequent procedures in shield tunnel end freezing construction.

[0003] In existing technologies, the control of thaw settlement after the freezing curtain at the end of a shield tunnel mainly adopts a delayed passive borehole grouting compensation method. This involves injecting grout into the thawed strata through secondary drilling on the ground or inside the tunnel after thaw settlement occurs and ground subsidence is detected, filling the volume loss of soil to suppress further settlement. However, this delayed passive borehole grouting method results in delayed control, significant disturbance, and poor compensation effect, ultimately leading to low accuracy in thaw settlement control. Therefore, we propose a thaw settlement control method and control system for shield tunnel ends to address these problems. Summary of the Invention

[0004] To address the aforementioned problems, this invention provides a method and control system for controlling the fusion settlement at the end of a shield tunnel, which solves the problems of lag in fusion settlement control and poor compensation effect.

[0005] This invention is achieved through the following scheme: a method for controlling the fusion settlement at the end of a shield tunnel, comprising the following steps: S1. Multiple settlement compensation points are set in the soil layer below the frozen area at the tunnel end, and the multiple settlement compensation points are arranged at intervals along the extension direction of the tunnel. S2. Before the tunnel boring machine completes the excavation work in the tunnel end area, provide multiple bags and filling mechanisms, bury multiple bags at multiple settlement compensation points, connect the filling mechanism to multiple bags, and set up settlement monitoring points in the soil layer of the frozen area around each settlement compensation point. S3. During the thawing stage of the frozen curtain, the settlement data of the soil layer around the corresponding thawing compensation point is monitored in real time using each settlement monitoring point. S4. When the monitored settlement data reaches the preset triggering condition, the filling mechanism is controlled to inject filling material into the bag at the corresponding settlement compensation point, so that the bag expands to compensate the surrounding soil volume in situ until the monitored settlement data reaches the preset settlement control stability standard.

[0006] A further improvement of the shield tunnel end settlement control method of the present invention is that, before performing step S1, it further includes the step of: setting multiple detection areas in the soil layer below the frozen area at the tunnel end, detecting the soil layer in each detection area, and obtaining the corresponding soil layer parameters. During step S1, based on each soil layer parameter, the number of settlement compensation points, the spacing between adjacent settlement compensation points, and the spacing between settlement compensation points and the tunnel to be excavated are set in the corresponding detection area.

[0007] A further improvement of the shield tunnel end settlement control method of the present invention is that the soil parameters include soil void ratio, soil water content and soil strength; Based on the parameters of each soil layer, the number of settlement compensation points, the spacing between adjacent settlement compensation points, and the spacing between settlement compensation points and the tunnel to be excavated are set in the corresponding detection area, including the following steps: Determine whether the soil void ratio, soil moisture content, and soil strength of each detected area are greater than the first set threshold, the second set threshold, and the third set threshold, respectively. When the soil parameters meet the following conditions: the soil void ratio is greater than the first set threshold, the soil moisture content is greater than the second set threshold, and the soil strength is less than the third set threshold, the following settlement compensation points are set up in the corresponding detection area: the number of settlement compensation points is greater than the set number, the distance between two adjacent settlement compensation points is less than the first set distance, and the distance between the settlement compensation points and the tunnel to be excavated is less than the second set distance; when the soil parameters meet the following conditions: the soil void ratio is less than the first set threshold, the soil moisture content is less than the second set threshold, and the soil strength is greater than the third set threshold, the following settlement compensation points are set up in the corresponding detection area: the number of settlement compensation points is less than the set number, the distance between two adjacent settlement compensation points is greater than the first set distance, and the distance between the settlement compensation points and the tunnel to be excavated is greater than the second set distance.

[0008] A further improvement of the shield tunnel end settlement control method of the present invention is that the filling mechanism includes a main pipe, grouting equipment and multiple branch pipes; When performing step S2, the main pipe is laid on the ground and connected to the grouting equipment, and multiple branch pipes are connected between multiple bags and the main pipe respectively. During step S4, the grouting equipment is controlled to inject filling material into the bladder through the main pipe and branch pipe.

[0009] A further improvement of the shield tunnel end settlement control method of the present invention is that the settlement data includes real-time surface settlement value, cumulative surface settlement value, real-time tunnel arch bottom settlement value, and cumulative tunnel arch bottom settlement value; the preset triggering condition includes any one of the real-time surface settlement value, cumulative surface settlement value, real-time tunnel arch bottom settlement value, and cumulative tunnel arch bottom settlement value reaching the corresponding set triggering threshold.

[0010] A further improvement of the shield tunnel end settlement control method of the present invention is that the filling material includes one or more combinations of cement-based grout, bentonite grout and water glass grout.

[0011] A fusion settlement control system for the end of a shield tunnel, used to implement the fusion settlement control method described above, comprising: Multiple bags were buried at multiple designated settlement compensation points; A filling mechanism, connected to the bladder, is used to inject filling material into the bladder; Multiple settlement monitoring points are set up in the soil layer of the frozen zone around multiple thaw settlement compensation points to monitor the settlement data of the soil layer in real time. The control module is used to acquire the settlement data of the soil layer corresponding to each settlement compensation point in real time. When the acquired settlement data reaches the preset trigger condition, it controls the filling mechanism to inject filling material into the bag of the corresponding settlement compensation point, so that the bag expands to compensate the surrounding soil layer in situ until the monitored settlement data reaches the preset settlement control stability standard.

[0012] A further improvement of the shield tunnel end settling control system of the present invention is that the filling mechanism includes a main pipe, a grouting device and multiple branch pipes. The main pipe is laid on the ground and is connected to the grouting device. The multiple branch pipes are respectively connected between multiple bags and the main pipe.

[0013] Compared with the prior art, the beneficial effects of the present invention are as follows: This invention establishes multiple settlement compensation points and, before the tunnel boring machine completes excavation in the tunnel end area, buries the bags at these points. This eliminates the need for secondary drilling after settlement occurs, enabling proactive response and control of settlement. During the thawing phase of the frozen curtain, multiple settlement monitoring points monitor the settlement data of the soil surrounding the corresponding settlement compensation points in real time. When the monitored settlement data reaches a preset trigger condition, the filling mechanism injects filling material into the bags at the corresponding settlement compensation points, causing the bags to expand and compensate the surrounding soil volume in situ until the monitored settlement data reaches a preset settlement control stability standard, thus achieving precise settlement control. Attached Figure Description

[0014] Figure 1A flowchart of the shield tunnel end settling control method of the present invention is shown.

[0015] Figure 2 A schematic diagram of the pouch position of the present invention is shown.

[0016] In the diagram: 1. Frozen zone; 2. Tunnel; 3. Bag; 4. End well. Detailed Implementation

[0017] To address the problems of delayed settlement control and poor compensation effect, this invention provides a method and control system for controlling settlement at the end of a shield tunnel. The following detailed description, in conjunction with specific embodiments and accompanying drawings, further illustrates this method and control system for controlling settlement at the end of a shield tunnel.

[0018] See Figures 1-2 As shown, a method for controlling settlement at the end of a shield tunnel includes the following steps: S1. Set multiple settlement compensation points in the soil layer below the frozen zone 1 at the end of tunnel 2. The multiple settlement compensation points are arranged at intervals along the extension direction of tunnel 2. S2. Before the tunnel boring machine completes the excavation work in the tunnel 2 end area, provide multiple bags 3 and filling mechanisms, bury multiple bags 3 at multiple settlement compensation points, connect the filling mechanism to multiple bags 3, and evenly distribute settlement monitoring points in the soil layer of the frozen zone 1 around each settlement compensation point. S3. During the thawing stage of the frozen curtain, the settlement data of the soil layer around the corresponding thawing compensation point is monitored in real time using each settlement monitoring point. S4. When the monitored settlement data reaches the preset triggering condition, the filling mechanism is controlled to inject filling material into the bag 3 at the corresponding settlement compensation point, so that the bag 3 expands to compensate the surrounding soil in situ until the monitored settlement data reaches the preset settlement control stability standard.

[0019] By setting multiple settlement compensation points and burying the bags 3 at these points before the tunnel boring machine completes the excavation work at the tunnel end area, secondary drilling can be carried out without waiting for settlement to occur. This allows for early response and proactive control of settlement. During the thawing stage of the frozen curtain, multiple settlement monitoring points are used to monitor the settlement data of the soil layers around the corresponding settlement compensation points in real time. When the monitored settlement data reaches the preset trigger conditions, the filling mechanism is controlled to inject filling material into the bags 3 at the corresponding settlement compensation points, causing the bags 3 to expand and compensate the surrounding soil layers in situ until the monitored settlement data reaches the preset settlement control stability standard, thus achieving precise control of settlement.

[0020] Furthermore, in this embodiment, the settlement monitoring point works in conjunction with a total station to perform real-time monitoring and collect data.

[0021] Before performing step S1, the procedure also includes: setting multiple detection areas in the soil layer below the frozen area 1 at the end of tunnel 2, detecting the soil layer in each detection area, and obtaining the corresponding soil layer parameters. During step S1, based on the parameters of each soil layer, the number of settlement compensation points, the spacing between adjacent settlement compensation points, and the spacing between the settlement compensation points and the tunnel 2 to be excavated are set in the corresponding detection area.

[0022] Among them, soil parameters include soil void ratio, soil water content and soil strength; Based on the parameters of each soil layer, the number of settlement compensation points, the spacing between adjacent settlement compensation points, and the spacing between the settlement compensation points and the tunnel 2 to be excavated are set in the corresponding detection area, including the following steps: Determine whether the soil void ratio, soil moisture content, and soil strength of each detected area are greater than the first set threshold, the second set threshold, and the third set threshold, respectively. When the soil parameters meet the following conditions: the soil void ratio is greater than the first set threshold, the soil moisture content is greater than the second set threshold, and the soil strength is less than the third set threshold, the following settlement compensation points are set up in the corresponding detection area: the number of settlement compensation points is greater than the set number, the distance between two adjacent settlement compensation points is less than the first set distance, and the distance between the settlement compensation points and the tunnel 2 to be excavated is less than the second set distance; when the soil parameters meet the following conditions: the soil void ratio is less than the first set threshold, the soil moisture content is less than the second set threshold, and the soil strength is greater than the third set threshold, the following settlement compensation points are set up in the corresponding detection area: the number of settlement compensation points is less than the set number, the distance between two adjacent settlement compensation points is greater than the first set distance, and the distance between the settlement compensation points and the tunnel 2 to be excavated is greater than the second set distance.

[0023] By adopting the above design, the soil void ratio, soil moisture content, and soil strength of each testing area are first detected. Then, it is determined how many settlement compensation points to set, the spacing between adjacent settlement compensation points, and the spacing between settlement compensation points and the tunnel 2 to be excavated are set. For example, when the soil void ratio is greater than the first set threshold, the soil moisture content is greater than the second set threshold, and the soil strength is less than the third set threshold, it indicates that the testing area is prone to settlement. In this case, a number of settlement compensation points greater than the set number (e.g., 5, 6, and 7, depending on construction needs) needs to be set, and the spacing between two adjacent settlement compensation points should be less than the first set spacing (e.g., 0). The distance between the settlement compensation points and the tunnel 2 to be excavated is less than the second set distance (e.g., 1.2m, depending on construction needs). This arrangement results in a larger number of densely packed settlement compensation bags 3 located close to the tunnel 2, which better controls settlement. Conversely, when the soil porosity is less than the first set threshold, the soil moisture content is less than the second set threshold, and the soil strength is greater than the third set threshold, it indicates that the soil in the testing area is not prone to settlement. In this case, fewer settlement compensation points should be set, the distance between adjacent settlement compensation points should be greater than the first set distance, and the distance between the settlement compensation points and the tunnel 2 to be excavated should be greater than the second set distance. (See reference...) Figure 2 As shown, h represents the distance between the pocket 3 and the tunnel 2, and d represents the distance between adjacent pockets 3.

[0024] Furthermore, when detecting soil layer data, the entire range and thickness of the frozen curtain can also be detected. If the range of the frozen curtain is greater than the set range or the thickness of the frozen curtain is greater than the set thickness, the number of settlement points is increased, the distance between two adjacent settlement compensation points is decreased, and the distance between the settlement compensation points and the tunnel 2 to be excavated is decreased. Conversely, the number of settlement points is decreased, the distance between two adjacent settlement compensation points is increased, and the distance between the settlement compensation points and the tunnel 2 to be excavated is increased. This allows the bag 3 to accurately correspond to the main settlement areas and settlement risk points after the frozen soil zone 1 melts, achieving precise compensation.

[0025] The filling mechanism includes a main pipe, grouting equipment, and multiple branch pipes; When performing step S2, the main pipe is laid on the ground and connected to the grouting equipment, and multiple branch pipes are connected between multiple bags 3 and the main pipe respectively. During step S4, the grouting equipment is controlled to inject filling material into the bladder 3 through the main pipe and branch pipe.

[0026] By adopting the above design, before burying the bag 3 at the settlement compensation point, a hole is drilled at the settlement compensation point, the bag 3 is buried in the hole, one end of the branch pipe is sealed and connected to the main pipe, and the other end is inserted into the hole and sealed and connected to the bag 3, so that the filling material can be transported from the ground pump station to the bag 3 through the main pipe and the branch pipe.

[0027] Furthermore, the bag 3 is made of a high-strength, low-temperature resistant flexible material and is in an unexpanded state when buried; the depth and diameter of the borehole match the size requirements of the bag 3, providing precise underground space for the pre-buried device. After installation, a pipeline sealing test is conducted to prevent leakage when conveying filling materials, so as to ensure the reliability of grouting.

[0028] When injecting filling material into the bladder 3, parameters such as grouting pressure, grouting flow rate, and grouting rate should be controlled to ensure that the pressure in the pipeline remains stable during the grouting process. This directly determines the expansion rate and expansion amount of the bladder 3. By precisely controlling the grouting parameters, the bladder 3 can expand according to the designed volume, and accurately and quantitatively fill and compensate for the volume loss of soil caused by the melting of the frozen zone 1.

[0029] The settlement data includes real-time surface settlement, cumulative surface settlement, real-time settlement at the bottom of tunnel 2, and cumulative settlement at the bottom of tunnel 2. The preset triggering conditions include any one of the real-time surface settlement, cumulative surface settlement, real-time settlement at the bottom of tunnel 2, and cumulative settlement at the bottom of tunnel 2 reaching the corresponding set trigger threshold. For example, the set trigger value for cumulative surface settlement is 5mm. When the cumulative surface settlement is greater than 5mm, the grouting equipment is controlled to inject grout into the corresponding bag 3 until the surface settlement is less than 2mm (which is the preset fusion settlement control stability standard), and then the grouting stops.

[0030] The thawing stage of the frozen curtain refers to the stage after the shield tunnel 2 end, formed by artificial freezing, naturally or forcibly thaws following the tunnel boring machine's excavation at the designated end shaft 4 and completion of the end area excavation. This is also the critical stage where the melting of ice into water in the soil and changes in porosity trigger thaw settlement, making it the core operational stage for thaw settlement control. Through continuous monitoring of real-time surface settlement, cumulative surface settlement, real-time settlement at the bottom of tunnel 2, and cumulative settlement at the bottom of tunnel 2, the thawing progress and settlement trend of frozen zone 1 and surrounding strata can be accurately grasped in real time, enabling early perception and dynamic control of the thaw settlement state.

[0031] During the thawing phase, continuous and uninterrupted data collection was conducted on surface subsidence and tunnel 2 subsidence within the corresponding monitoring area to ensure that the data reflected the dynamic changes in thawing subsidence of the strata and tunnel 2 in real time. The collected raw data was input to the central control unit on the ground. The central control unit then categorized and integrated the monitoring data for each individual subsidence compensation point, forming a dedicated monitoring data system for each point to avoid data confusion and misalignment. The central control unit displayed and stored the monitoring data of each subsidence compensation point in real time, providing continuous and complete dynamic data support for subsequent determination of grouting trigger conditions and control of the grouting process.

[0032] After grouting completes the soil volume compensation, the grout (the aforementioned filling material) inside the bladder 3 gradually solidifies and hardens in the soil environment, forming a solid support with certain strength and stability. Once construction is completed and a stable state is reached, the solidified grout can maintain its shape and support effect for a long time, continuously providing structural stability support to the surrounding soil. This effectively avoids secondary deformation and settlement of the strata after freeze-thaw cycles, and will not disturb the surrounding strata, the structure of Tunnel 2, or the underground environment, thus improving the long-term stability of the strata and the safety of the project.

[0033] By grouting only at points that meet the conditions, blind operations are avoided, and the lag problem of traditional grouting is solved from the source. Through clear multi-dimensional triggering conditions, key nodes of settlement can be accurately captured, and compensation can be initiated in time at the early stage of settlement development to effectively control the development of settlement. At the same time, grouting is delivered through dedicated pipelines of main and branch pipes, and stable pressure control within the pipelines ensures that the filling material can be accurately and steadily injected into the corresponding bladder 3. This avoids uneven expansion of bladder 3 caused by grout leakage or pressure fluctuations, ensuring that bladder 3 expands as required by design, achieving effective volume compensation for the surrounding soil. It also prevents damage to bladder 3 and grouting pipelines caused by sudden pressure changes, improving the safety and reliability of grouting operations.

[0034] The filling material includes one or more combinations of cement-based grout, bentonite grout, and water glass grout.

[0035] By adopting the above design and selecting a slurry with good injectability, low shrinkage, and moderate later strength, the expansion of the bladder 3 can be better controlled for volume compensation.

[0036] A fusion settlement control system for the second end of a shield tunnel, used to implement the fusion settlement control method described above, includes: Multiple bags 3 are buried at multiple designated settlement compensation points; A filling mechanism, connected to the pouch 3, is used to inject filling material into the pouch 3; Multiple settlement monitoring points are set up in the soil layer of frozen zone 1 around multiple thaw settlement compensation points to monitor the settlement data of the soil layer in real time. The control module is used to acquire the settlement data of the soil layer corresponding to each settlement compensation point in real time, and when the acquired settlement data reaches the preset triggering condition, it controls the filling mechanism to inject filling material into the bag 3 of the corresponding settlement compensation point, so that the bag 3 expands to compensate the surrounding soil layer in situ until the monitored settlement data reaches the preset settlement control stability standard.

[0037] The filling mechanism includes a main pipe, grouting equipment, and multiple branch pipes. The main pipe is laid on the ground and is connected to the grouting equipment. The multiple branch pipes are respectively connected between multiple bladders 3 and the main pipe.

[0038] 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.

[0039] The present invention has been described in detail above with reference to the accompanying drawings and embodiments. Those skilled in the art can make various modifications to the present invention based on the above description. Therefore, certain details in the embodiments should not be construed as limiting the present invention, and the scope of protection of the present invention shall be defined by the appended claims.

Claims

1. A method for controlling settlement at the end of a shield tunnel, characterized in that, Includes the following steps: S1. Multiple settlement compensation points are set in the soil layer below the frozen area at the tunnel end, and the multiple settlement compensation points are arranged at intervals along the extension direction of the tunnel. S2. Before the tunnel boring machine completes the excavation work in the tunnel end area, provide multiple bags and filling mechanisms, bury multiple bags at multiple settlement compensation points, connect the filling mechanism to multiple bags, and set up settlement monitoring points in the soil layer of the frozen area around each settlement compensation point. S3. During the thawing stage of the frozen curtain, the settlement data of the soil layer around the corresponding thawing compensation point is monitored in real time using each settlement monitoring point. S4. When the monitored settlement data reaches the preset triggering condition, the filling mechanism is controlled to inject filling material into the bag at the corresponding settlement compensation point, so that the bag expands to compensate the surrounding soil volume in situ until the monitored settlement data reaches the preset settlement control stability standard.

2. The method for controlling settlement at the end of a shield tunnel as described in claim 1, characterized in that, Before performing step S1, the following steps are also included: setting multiple detection areas in the soil layer below the frozen area at the tunnel end, detecting the soil layer in each detection area, and obtaining the corresponding soil layer parameters. During step S1, based on each soil layer parameter, the number of settlement compensation points, the spacing between adjacent settlement compensation points, and the spacing between settlement compensation points and the tunnel to be excavated are set in the corresponding detection area.

3. The method for controlling settlement at the end of a shield tunnel as described in claim 2, characterized in that, The soil parameters include soil void ratio, soil moisture content, and soil strength; Based on the parameters of each soil layer, the number of settlement compensation points, the spacing between adjacent settlement compensation points, and the spacing between settlement compensation points and the tunnel to be excavated are set in the corresponding detection area, including the following steps: Determine whether the soil void ratio, soil moisture content, and soil strength of each detected area are greater than the first set threshold, the second set threshold, and the third set threshold, respectively. When the soil parameters meet the following conditions: the soil void ratio is greater than the first set threshold, the soil moisture content is greater than the second set threshold, and the soil strength is less than the third set threshold, the following settlement compensation points are set up in the corresponding detection area: the number of settlement compensation points is greater than the set number, the distance between two adjacent settlement compensation points is less than the first set distance, and the distance between the settlement compensation points and the tunnel to be excavated is less than the second set distance; when the soil parameters meet the following conditions: the soil void ratio is less than the first set threshold, the soil moisture content is less than the second set threshold, and the soil strength is greater than the third set threshold, the following settlement compensation points are set up in the corresponding detection area: the number of settlement compensation points is less than the set number, the distance between two adjacent settlement compensation points is greater than the first set distance, and the distance between the settlement compensation points and the tunnel to be excavated is greater than the second set distance.

4. The method for controlling settlement at the end of a shield tunnel as described in claim 1, characterized in that, The filling mechanism includes a main pipe, grouting equipment, and multiple branch pipes; When performing step S2, the main pipe is laid on the ground and connected to the grouting equipment, and multiple branch pipes are connected between multiple bags and the main pipe respectively. During step S4, the grouting equipment is controlled to inject filling material into the bladder through the main pipe and branch pipe.

5. The method for controlling settlement at the end of a shield tunnel as described in claim 1, characterized in that, The settlement data includes real-time surface settlement value, cumulative surface settlement value, real-time tunnel arch bottom settlement value, and cumulative tunnel arch bottom settlement value; the preset triggering conditions include any one of the real-time surface settlement value, cumulative surface settlement value, real-time tunnel arch bottom settlement value, and cumulative tunnel arch bottom settlement value reaching the corresponding set triggering threshold.

6. The method for controlling settlement at the end of a shield tunnel as described in claim 1, characterized in that, The filling material includes one or more combinations of cement-based grout, bentonite grout, and water glass grout.

7. A fusion settlement control system for the end of a shield tunnel, used to implement the fusion settlement control method as described in claim 1, characterized in that, include: Multiple bags were buried at multiple designated settlement compensation points; A filling mechanism, connected to the bladder, is used to inject filling material into the bladder; Multiple settlement monitoring points are set up in the soil layer of the frozen zone around multiple thaw settlement compensation points to monitor the settlement data of the soil layer in real time. The control module is used to acquire the settlement data of the soil layer corresponding to each settlement compensation point in real time. When the acquired settlement data reaches the preset trigger condition, it controls the filling mechanism to inject filling material into the bag of the corresponding settlement compensation point, so that the bag expands to compensate the surrounding soil layer in situ until the monitored settlement data reaches the preset settlement control stability standard.

8. The shield tunnel end settling control system as described in claim 1, characterized in that, The filling mechanism includes a main pipe, a grouting device, and multiple branch pipes. The main pipe is laid on the ground and is connected to the grouting device. The multiple branch pipes are respectively connected between multiple bags and the main pipe.

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