Process for carrying out shield tunnel deformation overrun correction by utilizing controllable expansion grouting material

Abstract

The invention belongs to the field of shield tunnel disease control, and discloses a process for performing shield tunnel deformation overrun correction by utilizing a controllable expansion grouting material, which comprises the following steps of: 1) determining a deformation overrun area, a deformation type and a deformation amount of a shield tunnel according to monitoring data of the shield tunnel; (2) determining the proportion of a controllable expansion grouting material and a grouting scheme; 3) forming a guide channel; (4) a controllable expansion grouting material with the set volume is injected into the undisturbed soil, and then the drill rod is pulled back; and (5) the step (4) is repeated, the controllable expansion grouting material injected this time is located between the duct piece and the expansion layer formed last time till the expansion layer formed after the controllable expansion grouting material injected last time expands and solidifies applies controllable extrusion force to the duct piece, and the extrusion force serves as correction force for correcting the duct piece. The method is small in construction disturbance, controllable in reaction, high in precision, high in durability and capable of well correcting the shield tunnel.

Description

TECHNICAL FIELD

[0001] The present application belongs to the field of shield tunnel disease prevention and treatment, more specifically, it relates to a process for correcting deformation overrun of shield tunnel by using controllable expansion grouting material. BACKGROUND

[0002] With the rapid construction and development of urban rail transit in China, shield tunneling method is widely used in underground engineering such as subway, highway and water conservancy due to its advantages of high efficiency, safety and small impact on the ground environment.

[0003] However, as a segment lining structure buried in complex geological environment, the long-term service performance of shield tunnel is facing severe challenges.

[0004] During long-term service, shield tunnel often appears structural deformation disease due to the influence of various adverse factors. These factors include overburden consolidation settlement, long-term fluctuation of underground water level, construction disturbance of surrounding new projects (such as foundation pit excavation, pile foundation construction) and cumulative effect of long-term cyclic load of trains. The diseases caused by these factors mainly include settlement or floating (tunnel axis deformation) and transverse convergence deformation (i.e. cross-section ellipticity, which shows that the horizontal diameter is lengthened and the vertical diameter is reduced). When the cumulative amount of these deformations exceeds the allowable range of design, i.e. tunnel deformation overrun (tunnel vertical settlement and transverse convergence deformation exceed the "safety limit value of tunnel driving influence"), the tunnel deformation overrun occurs. According to the "Technical Code for Monitoring of Urban Rail Transit Facilities" (GB / T39559.3-2020), the safety value of tunnel driving influence (convergence deformation limit value) is strictly regulated (for example, the staggered segment is ≤0.9%D).

[0005] The problem of deformation overrun of shield tunnel is very serious. For example, the deformation overrun rate of a shield tunnel of a certain urban rail transit line No.1 is as high as 70%, the maximum ellipticity exceeds 200mm, and the maximum settlement exceeds -240mm, which is far beyond the control value of the national relevant specification, and the local is still unstable.

[0006] Deformation overrun will cause a series of serious consequences: 1) Threaten the safety of driving: the settlement overrun of shield tunnel will change the track geometric position, significantly increase the risk of train derailment. At the same time, the uneven settlement of axis or the convergence of cross-section will invade the building limit of train operation, threatening the safety of driving.

[0007] 2) Damage the durability of structure: deformation leads to the opening of segment joint or staggered segment, which destroys the integrity of joint waterproof, and then causes tunnel water leakage and erosion of structural steel.

[0008] 3) Reduce the bearing capacity of structure: the stress state of structure deteriorates, and the segment may appear cracking, spalling and other damages, which seriously affects the bearing capacity and durability of structure, and even causes tunnel collapse.

[0009] Therefore, in response to tunnel deformation exceeding limits, it is necessary to take proactive measures (such as grouting) to intervene and control the deformation, so as to curb its development and ensure the tunnel meets traffic safety requirements.

[0010] Currently, some methods have been explored to address excessive deformation in shield tunnels, but all have significant limitations: 1) Surface grouting (or deep-hole grouting): This method involves drilling holes on the surface above the shield tunnel and injecting grout (usually cement-based or chemical grout) into the soil surrounding or beneath the shield tunnel structure. This fills voids, reinforces the soil, or lifts the soil through fracturing grouting, indirectly supporting or lifting the shield tunnel. This method suffers from high cost and low accuracy. First, in busy urban environments, surface construction requires road occupancy and pipeline relocation, causing significant disruption to public transportation and the surrounding environment. Second, the long drilling distance (from the surface to the shield tunnel) and uncontrollable grout diffusion path result in low positioning accuracy, making it difficult to precisely control localized deformations (such as differential settlement between different tunnel segments) in specific sections of the shield tunnel. Its mechanism primarily improves the foundation over a large area rather than actively correcting the tunnel segment structure, thus resulting in insufficient correction accuracy.

[0011] 2) Shield Tunnel Internal Grouting (or Micro-disturbance Grouting): This method involves drilling holes inside the shield tunnel (usually at the bottom of the track bed or structure) and injecting low-pressure dual-liquid grout and other materials into the foundation soil beneath the shield tunnel structure, aiming to improve the underlying soil. The mechanism of this method is passive reinforcement rather than active correction. It prevents further deformation by increasing the bearing capacity of the foundation, but its corrective effect is limited for deformations that have already occurred. More seriously, the drilling and grouting process itself may disturb the sensitive soil layers at the bottom of the shield tunnel; if not properly controlled, this can easily trigger new uneven settlement, i.e., secondary settlement. Furthermore, the dual-liquid grout and other materials used have poor long-term durability and are easily lost or fail under the erosion of groundwater, making the reinforcement effect difficult to sustain.

[0012] 3) Internal Structural Reinforcement Method for Shield Tunnels: This method does not address the external soil of the shield tunnel. Instead, it increases the structural rigidity of the shield tunnel by bonding steel plates, increasing the cross-section (e.g., adding an inner lining or shotcrete), or installing internal steel rings. This is a passive resistance measure; it can only curb the continued development of deformation but cannot correct existing deformation. The shield tunnel remains in a state of excessive deformation. More importantly, internal reinforcement encroaches on the existing internal clearance of the shield tunnel. Summary of the Invention

[0013] In view of the above-mentioned defects or improvement needs of the existing technology, the present invention provides a process for correcting the deformation of shield tunnels by using controllable expansion grouting materials. It has small construction disturbance, controllable response, high precision, strong durability and low cost, and can effectively correct shield tunnels.

[0014] To achieve the above objectives, according to the present invention, a process for correcting excessive deformation of shield tunnels using controllable expansion grouting materials is provided, comprising the following steps: 1) Based on the monitoring data of the shield tunnel, determine the deformation exceeding the limit area, deformation type and deformation amount of the shield tunnel; 2) Based on the deformation type and amount of the segments in the deformation-exceeding area, obtain the correction amount required for the segments, and then determine the proportion of the controllable expansion grouting material and the grouting scheme. 3) Under the protection of the anti-blowout device installed on the hoisting hole or grouting hole of the segment, the drill bit of the drilling equipment is passed through the segment in the deformation exceeding the limit area and drilled outwards until the drill bit of the drilling equipment comes into contact with the original soil outside the segment. Then the drilling equipment is pulled out. In this way, a guide channel is formed. 4) The drill rod of the grouting equipment extends into the guide channel and drills into the original soil. The drill rod of the grouting equipment injects controllable expansion grouting material into the original soil. Then the drill rod is pulled back. The injected controllable expansion grouting material expands and solidifies to form an expansion layer. 5) Repeat step 4), placing the newly injected controllable expansion grout between the segment and the expansion layer formed by the previously injected controllable expansion grout, until the expansion layer formed by the expansion and solidification of the last injected controllable expansion grout applies a controllable extrusion force to the segment. This extrusion force serves as a corrective force to correct the segment, thereby correcting the segment in the deformation-over-limit area. The injection volume of the controllable expansion grout is controlled by monitoring the segment correction amount fed back by the monitoring equipment, thereby controlling the magnitude of the extrusion force.

[0015] Preferably, in step 1), monitoring data is obtained using a 3D laser scanner to determine the deformation exceeding the limit area and deformation type of the shield tunnel, as follows: The three-dimensional point cloud data of the inner surface of a single tube segment is obtained by a three-dimensional laser scanner. The obtained three-dimensional point cloud data of the inner surface of the tube segment is fitted to obtain the fitted diameter of the inner surface of the tube segment, and compared with the design diameter of the design circle of the inner surface of the tube segment. If the fitted diameter in the horizontal direction is greater than the design diameter and the fitted diameter in the vertical direction is less than the design diameter, it is clearly a convergent deformation. The three-dimensional point cloud data of the inner surface of multiple tunnel segments are obtained by a three-dimensional laser scanner. Then, all the three-dimensional point cloud data are stitched together to form a shield tunnel model. The centerline of this shield tunnel is obtained. The fitted centerline is compared with the design centerline of the shield tunnel to determine whether this shield tunnel has settled or floated.

[0016] Preferably, in step 1), the deformation exceeding the limit area and deformation type of the shield tunnel are determined by the monitoring data obtained from the deformation monitoring instrument, wherein the deformation monitoring instrument includes: Precision leveling instruments are installed at the bottom of the track bed or segments to periodically obtain the elevation of the measurement points, thereby determining whether the shield tunnel has settled or floated by measuring the elevation; and / or; An automated total station installed inside the shield tunnel and multiple prisms deployed on the inner wall of the shield tunnel in conjunction with the automated total station acquire the three-dimensional coordinates of each prism in real time through the automated total station, thereby obtaining the deformation of the tunnel segment through the displacement of the prisms.

[0017] Preferably, in step 3), the drilling equipment is a water drill, and the guide channel is drilled in two steps: A) When the drill bit of the drilling equipment reaches the inner surface of the segment protective layer, stop drilling and then install a sealing anti-blowing device in the hole drilled on the segment. B) The drill bit of the drilling equipment passes through the sealing blowout prevention device and penetrates the segment protection layer. The drilling equipment stops drilling when it comes into contact with the original soil outside the segment, and then the drilling equipment is pulled out.

[0018] Preferably, in step 5), the correction amount of the segment is monitored in real time by the monitoring equipment to monitor the morphological changes of the segment, and the injection volume of the controllable expansion grouting material is adjusted in real time to ensure that the correction amount of the segment is within the design tolerance range.

[0019] Preferably, after the controllable expansion grouting material expands and solidifies, it applies compressive force to the segments in the deformation-exceeding area of ​​the shield tunnel, thereby increasing the correction amount of the segments. delta as follows: ; in: c is the constraint influence coefficient of adjacent segments; p This is the equivalent expansion pressure of the soil, expressed in Pa. , K z ϕ is the equivalent volumetric stiffness of the soil, in Pa; ϕ is the comprehensive efficiency coefficient, 0 < ϕ ≤ 1; V 0 represents the original volume of the grout injected into the soil layer, in cubic meters (m³). 3 ; eThe volume expansion rate of the controllable expansion grouting material is 1% ≤ e ≤10%; R The diffusion radius of the injected controllable expansion grouting material, in meters (m). A 1 represents the area affected by the slurry per meter, in m². 2 ; K v This is the foundation reaction coefficient, in kN / m. 3 ; m This is the compaction coefficient between the tunnel lining segments and the soil. A 2 represents the effective area per meter of soil on the side opposite the controllable expansion grouting material outside the shield tunnel, expressed in m². 2 .

[0020] Preferably, 1m 3 The formulation of controllable expansion grouting material is as follows: Cement, weighing 400kg–550kg; MgO, with a mass ratio of 3%–12% to cement; Fly ash, in a mass ratio of 10%–25% to cement; Silica fume, with a mass ratio of 0–20% to cement; The water content, by mass, is 45%–60% of the cement content. Polycarboxylate superplasticizer, with a mass ratio of 0.3%–0.8% to cement; Viscosity modifier, with a mass ratio of 0.1%–0.5% to cement; The activator is 0.1%–1% of the cement by mass.

[0021] Preferably, in steps 4) and 5), regarding the correction of settlement deformation in the shield tunnel, the relative positional relationship between the controllable expansion grouting material injected into the undisturbed soil by the drill rod of the grouting equipment and the tunnel segments is as follows: Controlled expansion grouting material is injected below the segment, and the segment is lifted by applying a vertical upward compressive force to correct the settlement deformation of the segment. The controlled expansion grouting material injected below the segment solidifies to form a bottom correction body. or, Controlled expansion grouting material is injected below the segment and on both sides of the lower half of the segment. The segment is lifted by applying vertical and oblique upward compressive forces, thereby correcting the settlement deformation of the segment. The controlled expansion grouting material injected below the segment solidifies to form a bottom correction body, and the controlled expansion grouting material injected into the lower half of the segment forms an oblique correction body. The bottom correction body is located between the two oblique correction bodies. or, Controlled expansion grouting material is injected below the segment, on both sides of the lower half of the segment, and on both sides of the segment in the horizontal direction. By applying vertical and oblique upward compressive forces to the segment, the segment is lifted, thereby correcting the settlement deformation of the segment. By applying horizontal compressive forces to the segment, lateral tilting of the segment is prevented. The controlled expansion grouting material injected below the segment solidifies to form a bottom correction body, the controlled expansion grouting material injected in the lower half of the segment forms an oblique correction body, and the controlled expansion grouting material injected in the horizontal direction of the segment solidifies to form a horizontal correction body. The bottom correction body is located between the two oblique correction bodies.

[0022] Preferably, in steps 4) and 5), regarding the correction of the convergence deformation of the shield tunnel, the relative positional relationship between the controllable expansion grouting material injected into the undisturbed soil by the drill rod of the grouting equipment and the tunnel segments is as follows: Controlled expansion grouting material is injected into both sides of the segment in the horizontal direction. The convergence deformation of the segment is corrected by applying extrusion force to both sides of the segment in the horizontal direction. The controlled expansion grouting material injected into the segment in the horizontal direction solidifies to form a horizontal correction body. The two horizontal correction bodies clamp the segment in the horizontal direction. or, Controlled expansion grouting material is injected into both sides of the horizontal section of the pipe segment and into both sides of the lower half of the pipe segment. The convergence deformation of the pipe segment is corrected by horizontal and oblique extrusion forces. The controlled expansion grouting material injected into the horizontal section of the pipe segment solidifies to form a horizontal corrector body, and the two horizontal correctors body clamp the pipe segment in the horizontal direction. The controlled expansion grouting material injected into the lower half of the pipe segment forms an oblique corrector body, and the two oblique correctors body are located between the two horizontal correctors body.

[0023] Preferably, in steps 4) and 5), regarding the correction of the shield tunnel's upward deformation, the relative positional relationship between the controllable expansion grouting material injected into the undisturbed soil by the drill rod of the grouting equipment and the tunnel segments is as follows: Controlled expansion grouting material is injected above the pipe segment, and the pipe segment is pressed down by applying a vertical downward squeezing force, thereby correcting the upward deformation of the pipe segment. The controlled expansion grouting material injected above the pipe segment solidifies to form a top correction body. or, Controlled expansion grouting material is injected into both sides of the upper half of the segment. The segment is pressed down by the downward extrusion force to correct the upward deformation of the segment. The controlled expansion grouting material injected into the upper half of the segment forms an inclined correction body. or, Controlled expansion grouting material is injected above the pipe segment and on both sides of the upper half of the pipe segment. The pipe segment is pressed down by vertical and oblique downward extrusion forces, thereby correcting the upward deformation of the pipe segment. The controlled expansion grouting material injected above the pipe segment solidifies to form a top correction body, and the controlled expansion grouting material injected into the upper half of the pipe segment forms an oblique correction body. The top correction body is located between the two oblique correction bodies.

[0024] In summary, compared with the prior art, the above-described technical solutions conceived by this invention can achieve the following beneficial effects: 1) The process of using controllable expansion grouting material to correct excessive deformation of shield tunnels in this invention involves injecting controllable expansion grouting material into the undisturbed soil outside the tunnel segments multiple times. The expansion and solidification of the controllable expansion grouting material exerts a compressive force on the tunnel segments to form a corrective force for correcting the tunnel segments. This means that this invention does not passively prevent the development of shield tunnel deformation, but rather uses a controllable, active compressive force generated from the outside of the tunnel segments to the inside of the tunnel segments to push back or squeeze the tunnel segments that have already exceeded the deformation limit back to a position close to the design correct position, thereby achieving the correction of the tunnel segments in the area of ​​excessive deformation.

[0025] 2) The process of using controllable expansion grouting material for correcting excessive deformation in shield tunnels in this invention involves construction from inside the shield tunnel. The drilling equipment passes through the segments in the excessive deformation area of ​​the shield tunnel, allowing for close and precise selection of severely deformed segments as work points. The grouting position is directly anchored on the outside of the deformed segment, making the point of application of the corrective force very clear. This point-to-point or face-to-face corrective force is applied to the outer wall of the deformed segment. Compared with large-scale grouting on the ground, this targeted application of corrective force represents a qualitative leap in precision and controllability, enabling precise fine-tuning of local differential settlement or convergence of several ring segments.

[0026] 3) The process of using controllable expansion grouting material to correct the deformation of shield tunnels in this invention involves injecting controllable expansion grouting material into the undisturbed soil. During the solidification process, the volume of the controllable expansion grouting material increases, which will exert a squeezing and compacting effect on the surrounding soil. This will not only not disturb the soil layer, but will also effectively strengthen the soil around the borehole, avoiding secondary settlement caused by disturbing the sensitive soil layer.

[0027] 4) The present invention utilizes a controllable expansion grouting material for the correction of excessive deformation in shield tunnels. After the controllable expansion grouting material expands and solidifies in the undisturbed soil, it forms a high-strength solid correction body that is tightly bonded to the soil. This solidified material has high stability and erosion resistance. Compared with two-liquid grouts that are prone to loss or failure, its long-term durability is fundamentally guaranteed, ensuring the longevity of the correction effect.

[0028] 5) The present invention utilizes controllable expansion grouting materials for the correction of excessive deformation in shield tunnels. The solidification and expansion of the controllable expansion grouting material are equally important. During expansion, extrusion force (corrective force) is generated, and this corrective force is permanently locked after solidification. Once solidified, the material forms a high-strength, highly durable solid corrective body between the tunnel segment and the undisturbed soil. This solid corrective body plays a dual role: first, it provides long-term corrective force, effectively preventing further deformation of the tunnel segment; second, it acts as a new load-bearing layer, reinforcing the soil and fundamentally improving the stress environment outside the tunnel segment. This mechanism of expansion generating force and solidification locking force solves the persistent problem of poor durability, achieving the beneficial effect of high durability. Attached Figure Description

[0029] Figure 1 This is a process flow diagram of the present invention for correcting excessive deformation of shield tunnels using controllable expansion grouting materials. Figure 2 This is a schematic diagram of the bottom correction body formed on the outside of the shield tunnel after the settlement and deformation correction is performed. Figure 3 This is a schematic diagram showing the bottom correction body and inclined correction body formed on the outside of the shield tunnel after the correction of settlement and deformation of the shield tunnel. Figure 4 This is a schematic diagram showing the bottom correction body, inclined correction body, and horizontal correction body formed on the outside of the shield tunnel after the correction of settlement and deformation. Figure 5 This is a schematic diagram of a horizontal correction body formed on the outside of a shield tunnel during the correction of convergence deformation. Figure 6 This is a schematic diagram showing the formation of horizontal and inclined correction bodies on the outside of the shield tunnel during the correction of convergence deformation. Figure 7This is a schematic diagram of the top correction body formed on the outside of the shield tunnel after the correction of the upward deformation of the shield tunnel; Figure 8 This is a schematic diagram of the inclined correction body formed on the outside of the shield tunnel after the correction of the upward deformation of the shield tunnel; Figure 9 This is a schematic diagram showing the top correction body and the inclined correction body formed on the outside of the shield tunnel after the correction of the upward deformation of the shield tunnel; In all the accompanying drawings, the same reference numerals denote the same technical features, specifically: 1. Tube; 2. Bottom orthodontic body; 3. Inclined orthodontic body; 4. Horizontal orthodontic body; 5. Top orthodontic body. Detailed Implementation

[0030] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0031] Reference Figure 1 The process of correcting excessive deformation in shield tunnels using controllable expansion grouting materials includes the following steps: 1) Based on the monitoring data of the shield tunnel, determine the deformation exceeding the limit area, deformation type and deformation amount of the shield tunnel; 2) Based on the deformation type and amount of the segments in the deformation-exceeding area, obtain the correction amount that the segments need to be corrected, and then determine the proportion of the controllable expansion grouting material and the grouting scheme. The grouting scheme includes grouting location, grouting process, grouting range, grouting depth, grouting pressure, grouting volume, grouting rate, etc. 3) Under the protection of the anti-blowout device installed on the lifting hole or grouting hole of the segment, the drill bit of the drilling equipment is passed through the segment in the deformation exceeding the limit area and drilled outwards until the drill bit of the drilling equipment comes into contact with the original soil outside the segment. Then the drilling equipment is pulled out. In this way, a guide channel is formed. The lifting hole or grouting hole can be an existing hole or a newly opened hole, depending on the actual site conditions.

[0032] 4) The drill rod of the grouting equipment extends into the guide channel and drills into the original soil. The drill rod of the grouting equipment injects controllable expansion grouting material into the original soil. Then the drill rod is pulled back. The injected controllable expansion grouting material expands and solidifies to form an expansion layer. 5) Repeat step 4), placing the newly injected controllable expansion grout between the segment and the expansion layer formed by the previously injected controllable expansion grout, until the expansion layer formed by the expansion and solidification of the last injected controllable expansion grout applies a controllable compressive force to the segment. This compressive force serves as a corrective force to correct the segment, thereby correcting the segment in the deformation-over-limit area. The injection volume of the controllable expansion grout is controlled by the segment correction amount fed back by the monitoring equipment, thereby controlling the magnitude of the compressive force and making the corrective force controllable.

[0033] After the first injection of controlled-expansion grout expands and solidifies in the undisturbed soil, it forms a solid expansion layer. Subsequently, new controlled-expansion grout (slurry) is injected between the expansion layer formed by the first injection and the tunnel lining segments. When the new controlled-expansion grout expands and solidifies, it compresses the previously injected controlled-expansion grout. Since the previous controlled-expansion grout has already solidified, this compression no longer allows the slurry to diffuse freely in the soft soil. This greatly concentrates the expansion pressure, transforming it into a unidirectional, highly efficient pressure. Through repeated grouting, the pressure is amplified and transmitted step by step until the material from the last injection expands and solidifies, applying a corrective force to the tunnel lining segments.

[0034] This construction method transforms the traditional grouting model, which involves a large area and dissipates pressure in all directions, into a pressure accumulation model, thereby generating and applying enormous compressive forces far exceeding those of conventional grouting, sufficient to correct the massive shield tunnel structure.

[0035] Through repeated grouting, a high-density, high-strength composite straightening body, resembling a multi-layered cake and subjected to multiple pre-compression and compaction processes, is ultimately formed on the outside of the segment. The strength and creep resistance (the ability to resist long-term deformation) of this straightening body are far superior to those formed by a single grouting process. This fundamentally solves the durability problem of the prior art, ensuring the long-term stability of the straightening effect and its beneficial effect of high durability.

[0036] This invention utilizes a controllable expansion grouting material, whose expansion and solidification processes can be precisely controlled. Grouting pressure, grouting rate, and grouting volume can be adjusted based on real-time monitoring data to ensure the correction amount remains within the design tolerance range, avoiding over-correction or under-correction. After expansion and solidification, the controllable expansion grouting material forms a stable structure, applying continuous compressive force to the tunnel lining segments, effectively correcting deformation and reducing the likelihood of failure. Compared to traditional grouting materials, it offers better durability and reduces subsequent maintenance costs.

[0037] This correction method is applicable to various deformation types, including convergence deformation, settlement deformation, and uplift deformation. For different deformation types, the grouting location and method can be flexibly adjusted to achieve customized correction and meet different engineering needs. By correcting segments with excessive deformation, the integrity and stability of the shield tunnel structure are restored, reducing risks such as water leakage and structural damage, and ensuring the safe operation of the shield tunnel.

[0038] Furthermore, in step 1), monitoring data is obtained using a 3D laser scanner to determine the deformation exceeding limits and the deformation type of the shield tunnel, as detailed below: The three-dimensional point cloud data of the inner surface of a single tube segment is obtained by a three-dimensional laser scanner. The obtained three-dimensional point cloud data of the inner surface of the tube segment is fitted to obtain the fitted diameter of the inner surface of the tube segment, and compared with the design diameter of the design circle of the inner surface of the tube segment. If the fitted diameter in the horizontal direction is greater than the design diameter and the fitted diameter in the vertical direction is less than the design diameter, it is clearly a convergent deformation. The three-dimensional point cloud data of the inner surface of multiple tunnel segments are obtained by a three-dimensional laser scanner. Then, all the three-dimensional point cloud data are stitched together to form a shield tunnel model. The centerline of this shield tunnel is obtained. The fitted centerline is compared with the design centerline of the shield tunnel to determine whether this shield tunnel has settled or floated.

[0039] Using a 3D laser scanner, three-dimensional point cloud data of the inner surface of a single segment or even multiple segments is acquired. This enables high-fidelity replication of the true shape of the inner surface of the shield tunnel. This information acquisition from point to surface represents a qualitative leap, providing a comprehensive and complete data foundation. This results in unprecedented high precision and reliability in locking deformable areas (e.g., locking onto specific segments within certain rings) and calculating the degree of deformation (e.g., how many millimeters it has converged).

[0040] By combining the diagnostic logic of judging the diameter of a single segment with the macroscopic central axis posture, complex composite deformations can be clearly deconstructed, providing the most critical decision-making basis for formulating the correct correction strategy for subsequent steps (grouting) (e.g., bottom lifting as the main method and side constraint as the auxiliary method).

[0041] Furthermore, by using 3D point cloud data obtained through 3D laser scanning and a shield tunnel model, a high-precision digital twin of the shield tunnel can be created. Before grouting, operators can simulate the process on this high-precision model to determine the optimal correction force (compression force) to be applied at different locations (such as the bottom and sides) to achieve the best correction effect, thereby optimizing the grouting plan. After correction, another 3D laser scan can be performed to create a corrected shield tunnel model, which can then be precisely compared with the uncorrected model to quantitatively evaluate the correction effect.

[0042] The three-dimensional laser scanning method provides high-precision, high-efficiency, comprehensive, and quantifiable diagnosis for the entire correction scheme. It ensures that the diagnosis of the deformed area, the type of deformity, and the degree of deformation is absolutely clear and accurate before active correction (grouting) is carried out, thereby fundamentally guaranteeing the scientific nature, safety, and accuracy of subsequent correction work.

[0043] Further, in step 1), the deformation exceeding the limit area and deformation type of the shield tunnel are determined by the monitoring data obtained from the deformation monitoring instrument, wherein the deformation monitoring instrument includes: Precision leveling instruments are installed at the bottom of the track bed or segments to periodically obtain the elevation of the measurement points, thereby determining whether the shield tunnel has settled or floated by measuring the elevation; Precision leveling is widely recognized as the most accurate and reliable method for obtaining elevation data. By periodically obtaining the elevation of measurement points, it is possible to authoritatively determine, with sub-millimeter precision, whether there is settlement or uplift at the bottom of a shield tunnel. This high-precision elevation data is crucial for correcting settlement or uplift. It provides accurate correction targets, ensuring that the grouting force used for lifting or pressing is just right.

[0044] and / or; An automated total station installed inside the shield tunnel and multiple prisms deployed on the inner wall of the shield tunnel in conjunction with the automated total station acquire the three-dimensional coordinates of each prism in real time through the automated total station, thereby obtaining the deformation of the tunnel segment through the displacement of the prisms.

[0045] Injecting controlled-expansion grouting material to apply corrective force to the tunnel segments is a dynamic, active process of applying external force, rather than static reinforcement. During this process, the segments will shift. The greatest risk lies in overcorrection or instability, i.e., applying too much or uneven corrective force, leading to new damage or deformation in the wrong direction. Automated total stations and multiple prisms perfectly solve this problem. Automated total stations can acquire the three-dimensional coordinates of each prism in real time. This means that during grouting, the instantaneous three-dimensional displacement of key points (prism placement points) on the inner wall of the shield tunnel can be seen in real time from the monitoring room. This real-time data stream constructs a closed-loop control system of monitoring-feedback-adjustment. Once the displacement rate at a point is detected to be too fast, or the cumulative displacement is close to the design tolerance, operators can immediately adjust the grouting pressure and rate in real time. This high-frequency real-time feedback and control capability is something that three-dimensional laser scanning lacks.

[0046] 3D scanning provides a snapshot of the spatial form at a specific moment. Whether it is the periodic acquisition by a precision level or the real-time acquisition by an automated total station (which can be set to long-term automatic monitoring), the essence is the continuous or periodic observation of a specific point on a time axis.

[0047] By comparing measurement data from different periods, this invention can accurately analyze the historical trend and development rate of deformation. This allows operators to not only determine the type of deformation before and after correction, but also to scientifically judge the stage of deformation (stable phase, development phase, acceleration phase), thus providing the most crucial decision-making basis for whether to initiate correction, when to correct, and to what extent to correct. Furthermore, the monitoring instrument can continue to be used after correction is completed for long-term monitoring of the durability of the correction effect.

[0048] Furthermore, in step 3), the drilling equipment uses a water drill, and the guide channel is drilled in two steps: A) When the drill bit of the drilling equipment reaches the inner surface of the segment protective layer, stop drilling and then install a sealing anti-blowing device in the hole drilled on the segment. B) The drill bit of the drilling equipment passes through the sealing blowout prevention device and penetrates the segment protection layer. The drilling equipment stops drilling when it comes into contact with the original soil outside the segment, and then the drilling equipment is pulled out.

[0049] Shield tunnels, especially those with excessive deformation, are often surrounded by highly pressurized water or fluid soil. Drilling outwards from inside a shield tunnel, once the segments are penetrated, can cause high-pressure water and mud to instantly backflow into the tunnel, resulting in water, sand, or mud inrush accidents. This can not only flood equipment and endanger the lives of workers, but also lead to insufficient rescue efforts and a chain reaction that could cause structural instability of the shield tunnel. This invention, however, pre-installs a sealing blowout prevention device in a safe state before fully penetrating the segments (only drilling to the inner surface of the protective layer). The drill bit then passes through this pre-installed sealing device to complete the high-risk final penetration of the protective layer. Thus, the sealing device immediately activates its blowout prevention function the moment the drill bit is withdrawn, firmly sealing the high-pressure water and soil outside the segments. This invention, through the sealing blowout prevention device, ensures zero soil loss outside the segments during drilling. This not only maintains the stability of the original soil, but also provides a stable and dense soil environment for the controllable expansion grouting material.

[0050] The sealing and blowout prevention device serves a dual function as a pressure valve and a clean interface. It provides a high-pressure, sealed connection port for subsequent grouting drill pipes. This ensures that 100% of the grouting pressure is transmitted to the undisturbed soil outside the segments, allowing the expanding grout to effectively expand and solidify at predetermined locations (such as below or to the sides of the segments), thereby generating the required sufficient extrusion pressure to achieve precise alignment of the segments.

[0051] For tunnel segments whose deformation exceeds limits, the structure itself may already be under high stress or have potential cracks. If strong vibration drilling is used, it is very easy to cause secondary damage to the segments and exacerbate the defects. Using water drilling is a minimally disturbed construction option that maximizes the protection of the integrity of the existing structure and provides a better (dust-free) construction environment for workers inside the shield tunnel.

[0052] Furthermore, the system monitors the morphological changes of the tunnel segments in real time and adjusts the grouting rate and the volume of the controllable expansion grouting material based on the feedback data. This ensures that the correction amount of the tunnel segments remains within the design tolerance range. This closed-loop system provides real-time feedback data from the tunnel segments themselves to support every step of the operator's work. Operation is no longer guesswork but rather precise fine-tuning based on the instruments. This ensures that the correction force is always applied accurately, and the final correction amount is strictly controlled within the design tolerance range, thus achieving millimeter-level high-precision correction.

[0053] When the system detects that the grouting segment remains stationary under the current pressure (feedback data is zero), it can adjust and gradually increase the grouting pressure in real time until the segment begins to respond.

[0054] When the system detects that the slab segments undergo drastic displacement under minimal pressure (indicating that the soil is very soft), it can immediately adjust and reduce the grouting pressure and rate in real time.

[0055] This dynamic adaptive capability means that the present invention no longer relies on precise prediction of geological conditions, but rather dynamically matches the optimal correction parameters required for different geological formations through trial, observation, and adjustment, which greatly improves the success rate and universality of the method under complex and variable geological conditions.

[0056] Furthermore, after the controlled-expansion grouting material expands and solidifies, it applies compressive force to the segments in the deformation-exceeding area of ​​the shield tunnel, resulting in a correction amount of the segments. delta as follows: ; in: c is the constraint influence coefficient of adjacent segments; p This is the equivalent expansion pressure of the soil, expressed in Pa. , K z ϕ is the equivalent volumetric stiffness of the soil, in Pa; ϕ is the comprehensive efficiency coefficient, 0 < ϕ ≤ 1; V 0 represents the original volume of the grout injected into the soil layer, in cubic meters (m³). 3 ; e The volume expansion rate of the controllable expansion grouting material is 1% ≤ e ≤10%; RThe diffusion radius of the injected controllable expansion grouting material, in meters (m). A 1 represents the area affected by the slurry per meter, in m². 2 ; K v This is the foundation reaction coefficient, in kN / m. 3 ; m This is the compaction coefficient between the tunnel lining segments and the soil. A 2 represents the effective area per meter of soil on the side opposite the controllable expansion grouting material outside the shield tunnel, expressed in m². 2 .

[0057] Using the above formula, operators can conduct dynamic assessments and make intelligent decisions. This model allows operators to perform safety checks during the design phase: calculating the equivalent expansion pressure required to achieve the target correction amount and verifying whether this equivalent expansion pressure exceeds the bearing capacity limits of the tunnel segments and the soil. This ensures that the correction force is always within a safe threshold, thus perfectly achieving the core safety objective of ensuring that the correction amount of the tunnel segments is within the design tolerance range.

[0058] Furthermore, 1m 3 The formulation of controllable expansion grouting material is as follows: Cement, weighing 400kg–550kg; MgO, with a mass ratio of 3%–12% to cement; Fly ash, in a mass ratio of 10%–25% to cement; Silica fume, with a mass ratio of 0–20% to cement; The water content, by mass, is 45%–60% of the cement content. Polycarboxylate superplasticizer, with a mass ratio of 0.3%–0.8% to cement; Viscosity modifier, with a mass ratio of 0.1%–0.5% to cement; The activator is 0.1%–1% of the cement by mass.

[0059] Viscosity modifiers can be cellulose ethers (such as hydroxypropyl methylcellulose, hydroxyethyl cellulose, sodium carboxymethyl cellulose) or bio-glue (such as xanthan gum, vinyl gum), and activators can be chloride salts (such as calcium chloride, magnesium chloride), sulfates (such as sodium sulfate) or alkaline activators (such as water glass).

[0060] Using MgO as the core expansion component and strictly controlling its mass ratio with cement within 3%–12% is a key design feature that directly determines the expansion performance and straightening force output efficiency of the grouting material. MgO undergoes a hydration reaction upon contact with water to generate Mg(OH)₂, accompanied by stable volume expansion. This ratio range precisely meets the 1%–10% volume expansion rate requirement for shield tunnel straightening. This avoids the problem of insufficient expansion force due to an excessively low MgO content, which would prevent the segment repositioning, while also preventing the risk of excessively rapid expansion and sudden increase in extrusion pressure, which could damage the segments, due to an excessively high MgO content. Simultaneously, the 0.1%–1% activator in the mix works synergistically with MgO to precisely control the hydration reaction rate of MgO, transforming the expansion process from an instantaneous burst to a stable and continuous process. This ensures that the expansion force is evenly transmitted to the segments, providing a core guarantee for precise control of the straightening amount.

[0061] Unlike traditional grouting materials that lack active expansion capabilities, this formulation, through the scientific combination of MgO and other components, allows the grouting material to generate designable and controllable expansion forces during the solidification process. This active force generation mode completely changes the limitations of traditional passive reinforcement processes. When the material is injected into the undisturbed soil, the expansion force can be targeted to the deformed segments, forming a continuous and stable corrective force. Whether it is the vertical upward compressive force required for settlement deformation or the horizontal compressive force required for convergence deformation, it can be precisely matched by adjusting the MgO ratio and the amount of activator. This upgrades the correction process from experience-based operation to quantitative control, significantly improving the targeting and effectiveness of deformation correction.

[0062] The optimized design of the cementitious material system in the mix proportions achieves a perfect balance between workability and mechanical properties. A cement content of 400kg–550kg / m³ provides a solid strength foundation for the material, while the composite addition of fly ash (10%–25%) and silica fume (0–20%) creates a synergistic enhancement effect: fly ash, as an industrial waste, not only reduces material costs and heat of hydration, but its morphological and reactivity effects also improve mortar workability; silica fume optimizes particle size distribution and enhances the interfacial adhesion between the material and the original soil. The synergistic effect of these three materials with cement results in a high-strength, low-porosity solid corrector material after solidification, ensuring long-term stable transmission of corrective force and preventing attenuation of the corrective effect due to insufficient material strength.

[0063] In terms of optimizing construction performance, a water-cement ratio of 45%–60% combined with 0.3%–0.8% polycarboxylate superplasticizer effectively reduces water consumption while ensuring material fluidity, avoiding strength reduction and drying shrinkage cracking caused by excessive water-cement ratio. The use of polycarboxylate superplasticizer gives the grout excellent pumpability, allowing it to be smoothly injected into the predetermined location in the undisturbed soil through a narrow grouting drill rod, making it particularly suitable for construction operations in confined spaces inside shield tunnels. Meanwhile, a viscosity modifier of 0.1%–0.5% significantly improves the cohesiveness of the grout, effectively preventing dilution or loss of the grout by groundwater in water-rich strata, ensuring that the grout maintains its predetermined shape after injection, providing a stable volume basis for subsequent expansion and extrusion. This high fluidity, high cohesiveness, and low shrinkage construction performance minimizes disturbance to the surrounding soil during drilling and grouting operations, avoiding secondary settlement problems caused by uncontrolled grout diffusion in traditional grouting processes, and achieving the technical goal of micro-disturbance construction.

[0064] In summary, the formulation of the controllable expansion grouting material is a high-performance, designable smart material. It uses MgO as the expansion engine, cement, silica fume, and water-reducing agents as a high-strength, high-durability skeleton, and viscosity modifiers and regulators as process controllers. This perfectly provides controllable expansion force, superior durability, and precise workability, distinguishing this invention from all traditional grouting technologies by achieving active, precise, and durable correction.

[0065] Furthermore, in steps 4) and 5), regarding the correction of settlement deformation in the shield tunnel, the relative positional relationship between the controllable expansion grouting material injected into the undisturbed soil by the drill rod of the grouting equipment and the tunnel segments is as follows: Controlled-expansion grouting material is injected beneath the tunnel lining segments. This upward vertical pressure is applied to the segments to lift them, thus correcting settlement and deformation. The injected grouting material solidifies to form a bottom correction structure. The vertical lifting is analogous to placing a hydraulic jack at the bottom of the tunnel, directly lifting the segments through upward pressure. This method is simple, direct, and efficient, suitable for uniform, small-amplitude settlement.

[0066] or, Controlled-expansion grouting material is injected below the tunnel segment and on both sides of the lower half of the segment. This applies both vertically and obliquely upward compressive forces to lift the segment, thereby correcting settlement and deformation. The controlled-expansion grouting material injected below the segment solidifies to form a bottom correction body, while the controlled-expansion grouting material injected into the lower half forms an oblique correction body, located between the two oblique correction bodies. This composite jacking provides a stronger and more stable jacking force through the vector superposition of two forces—vertically and obliquely upward. The greatest risk during jacking is lateral instability or torsion of the shield tunnel. The oblique correction blocks on both sides, while providing oblique upward jacking force, also actively constrain and clamp the lower half of the shield tunnel with their horizontal force component. This ensures that the segment remains stable during lifting and does not shift laterally, greatly improving the construction safety of the active correction method. or, Controlled expansion grouting material is injected below the segment, on both sides of the lower half of the segment, and on both sides of the segment in the horizontal direction. By applying vertical and oblique upward compressive forces to the segment, the segment is lifted, thereby correcting the settlement deformation of the segment. By applying horizontal compressive forces to the segment, lateral tilting of the segment is prevented. The controlled expansion grouting material injected below the segment solidifies to form a bottom correction body, the controlled expansion grouting material injected in the lower half of the segment forms an oblique correction body, and the controlled expansion grouting material injected in the horizontal direction of the segment solidifies to form a horizontal correction body. The bottom correction body is located between the two oblique correction bodies. The controlled-expansion grouting material located beneath the tunnel segment provides a vertically upward compressive force, while the controlled-expansion grouting material located on both sides of the lower half of the segment provides an obliquely upward compressive force. These two forces combine to form a powerful, vertically and obliquely upward composite lifting force, used to elevate the segment and correct its settlement deformation. A major risk during the jacking of shield tunnels is the potential for lateral instability or torsion of the tunnel segment. The controlled-expansion grouting material on both sides of the lower half, while providing an obliquely upward lifting force, also actively constrains and clamps the lower half of the segment with its horizontal component, helping to prevent lateral displacement. The controlled-expansion grouting material on both sides of the lower half of the segment in the horizontal direction provides a more direct and stronger lateral constraint by applying a horizontal compressive force, preventing lateral tilting of the segment. The advantage of this design is that it can not only support the segments through the combined force of the bottom and the oblique direction, but also stabilize the segments through the dual constraints of the oblique direction and the horizontal direction. It is a more robust and safe settlement correction scheme, suitable for working conditions where there may be a risk of lateral instability during the jacking process.

[0067] During the lifting (jacking) operation, real-time monitoring can be performed using monitoring instruments (levels / automatic total stations) to obtain data on elevation and morphological changes. Operators will monitor these data in real time, and once the data reaches the target value (i.e., settlement is corrected), they will immediately adjust or stop the grouting process.

[0068] Furthermore, in steps 4) and 5), regarding the correction of the convergence deformation of the shield tunnel, the relative positional relationship between the controllable expansion grouting material injected into the undisturbed soil by the drill rod of the grouting equipment and the tunnel segments is as follows: Controlled-expansion grouting material is injected into both sides of the tunnel segment in the horizontal direction. This applies pressure to both sides of the segment in the horizontal direction to correct its convergence deformation. After the controlled-expansion grouting material injected in the horizontal direction solidifies, it forms two horizontal straightening bodies that clamp the segment in the horizontal direction. After correction, these two high-strength horizontal straightening blocks remain permanently in the undisturbed soil outside the segment. They act as structural supports or stiffeners, significantly increasing the horizontal ground reaction coefficient of the soil on both sides of the shield tunnel and fundamentally strengthening the lateral support weaknesses of the strata.

[0069] or, Controlled-expansion grouting material is injected into both sides of the horizontal section of the tunnel segment and into both sides of the lower half of the segment. This corrects the convergence deformation of the tunnel segment through horizontal and oblique compressive forces. The controlled-expansion grouting material injected horizontally forms horizontal corrective bodies after solidification, which clamp the segment horizontally. The controlled-expansion grouting material injected into the lower half of the segment forms oblique corrective bodies, with two oblique corrective bodies located between the two horizontal corrective bodies. The essence of convergence deformation is the increase in the diameter of the shield tunnel in the horizontal direction (lateral direction). The most direct and efficient way to restore it to a circular shape is to apply a reverse thrust in the horizontal direction, pressing it back into a circular shape. However, convergence deformation is a change in shape, not a simple displacement. If a large compressive force is applied only in the horizontal direction, in certain geological conditions or under severe deformation, it may cause the shield tunnel to become vertically unstable while being compressed (for example, the horizontal force may actually exacerbate the subsidence). The horizontal force expands the middle section, while the upward-diagonal force supports the lower section. These two forces work together to gently and evenly press the ellipse back into a circle, resulting in better correction. While providing upward-diagonal correction force, the two diagonal correction blocks also play a crucial role in providing stable diagonal support for the entire shield tunnel. This ensures that the shield tunnel remains vertically stable under enormous horizontal correction forces, preventing further settlement or instability. Furthermore, in steps 4) and 5), regarding the correction of the shield tunnel's upward deformation, the relative positional relationship between the controllable expansion grouting material injected into the undisturbed soil by the drill rod of the grouting equipment and the tunnel segments is as follows: Controlled-expansion grouting material is injected above the tunnel segments, applying a downward vertical pressure to compress the segments and correct their upward deformation. The injected material solidifies to form a top corrector. The downward pressure concentrates all corrective energy in the vertical direction against upward movement, achieving precise counterbalancing of mechanical vectors and enabling high-precision correction of upward deformation. After correction, this high-strength, high-density top corrector permanently solidifies in the undisturbed soil above the segments. It presses down on the segments, increasing the upward load on the tunnel; simultaneously, it bonds tightly with the overlying soil, forming a powerful reaction anchor. This significantly increases the anchoring force against further upward movement of the tunnel, fundamentally addressing the root cause of upward movement and ensuring the durability of the correction effect.

[0070] or, Controlled-expansion grouting material is injected into both sides of the upper half of the tunnel segment. This downward pressure corrects the upward deformation of the segment. The controlled-expansion grouting material injected into the upper half forms an obliquely correcting body. However, during the application of this immense downward pressure, there is a risk of lateral instability or torsion of the segment. The controlled-expansion grouting material injected into both sides of the upper half provides downward pressure, while its horizontal component actively restrains and clamps the upper half of the segment. This clamping effect ensures that the upper half of the segment is firmly held in place during compression, preventing lateral instability and significantly improving the safety of the active correction process.

[0071] or, Controlled-expansion grouting material is injected above the tunnel segment and on both sides of the upper half of the segment. This downward and diagonal pressure corrects the upward deformation of the segment by applying downward pressure. The controlled-expansion grouting material injected above the segment solidifies to form a top corrector, while the controlled-expansion grouting material injected into the upper half of the segment forms diagonal correctors, with the top corrector positioned between the two diagonal correctors. Applying significant downward pressure to the top of the shield tunnel also carries risks. Excessive or uneven downward pressure can cause lateral instability or torsion of the segment during the downward pressure process. The top corrector provides a vertically downward force, while the diagonal correctors on both sides provide a diagonally downward force. The vector superposition of these two forces creates a stronger and more uniform downward pressure resultant force. While providing diagonally downward pressure, the horizontal components of the forces from the two diagonal correctors actively constrain and clamp the upper half of the segment. This ensures that the upper part of the tunnel segment is firmly held in place when subjected to enormous vertical downward pressure, preventing lateral instability and greatly improving the construction safety of active correction, thus perfectly achieving the safety goal of controllable response.

[0072] Example 1 1) Determine the deformation exceeding the limit area and deformation type of the shield tunnel. The deformation type is upward correction.

[0073] 2) After the drill bit of the drilling equipment passes through the segment of the shield tunnel in the deformation-exceeding area, it drills into the area outside the segment until the drill bit of the drilling equipment comes into contact with the original soil outside the segment. Then the drilling equipment is pulled out. In this way, a guide channel is formed. 3) The drill rod of the grouting equipment extends into the guide channel and drills into the original soil. Then, the drill rod of the grouting equipment injects controllable expansion grouting material into the original soil. After the controllable expansion grouting material expands and solidifies, it applies a compressive force to the segments in the deformation-over-limit area of ​​the shield tunnel. This compressive force serves as a corrective force to correct the segments, thereby correcting the segments in the deformation-over-limit area. For the deformation type in step 1), the injection site is the top of the segment.

[0074] Regarding the aforementioned upward deformation, 1m 3 The formulation of controllable expansion grouting material is as follows: Cement, 400 kg; MgO, 24 kg; Fly ash, 68 kg; Silica powder, 40kg; Water, 200 kg; Polycarboxylate superplasticizer, 2kg; Viscosity modifier, 1.2 kg; Activator, 2 kg.

[0075] Example 2 This embodiment is basically the same as steps 1) to 3) of embodiment 1, except that 1m 3 The formulation of controllable expansion grouting material is as follows: Cement, 500 kg; MgO, 15 kg; Fly ash, 50 kg; Water, 225kg; Polycarboxylate superplasticizer, 1.5kg; Viscosity modifier, 0.5 kg; Activator, 0.5 kg.

[0076] Example 3 1) Determine the deformation exceeding the limit area and deformation type of the shield tunnel. The deformation type is convergence correction.

[0077] 2) After the drill bit of the drilling equipment passes through the segment of the shield tunnel in the deformation-exceeding area, it drills into the area outside the segment until the drill bit of the drilling equipment comes into contact with the original soil outside the segment. Then the drilling equipment is pulled out. In this way, a guide channel is formed. 3) The drill rod of the grouting equipment extends into the guide channel and drills into the original soil. Then, the drill rod of the grouting equipment injects controllable expansion grouting material into the original soil. After the controllable expansion grouting material expands and solidifies, it applies a compressive force to the segments in the deformation-over-limit area of ​​the shield tunnel. This compressive force serves as a corrective force to correct the segments in the deformation-over-limit area. For the deformation type in step 1), the injection site is the waist of the segment. Compressive force is applied to both sides of the segment in the horizontal direction to correct the convergence deformation of the segment.

[0078] Among them, regarding the aforementioned convergence deformation, 1m 3 The formulation of controllable expansion grouting material is as follows: Cement, 480kg; MgO, 28.8 kg; Fly ash, 81.6 kg; Silica powder, 48kg; Water, 240kg; Polycarboxylate superplasticizer, 2.4 kg; Viscosity modifier, 1.44 kg; Activator, 2.4 kg.

[0079] Example 4 This embodiment is basically the same as steps 1) to 3) of embodiment 3, except that 1m 3 The formulation of controllable expansion grouting material is as follows: Cement, 520kg; MgO, 62.4 kg; Fly ash, 130 kg; Silica powder, 104 kg; Water, 312 kg; Polycarboxylate superplasticizer, 4.16 kg; Viscosity modifier, 2.6 kg; Activator, 5.2 kg.

[0080] Example 5 1) Determine the deformation exceeding the limit area and deformation type of the shield tunnel. The deformation type is settlement correction.

[0081] 2) After the drill bit of the drilling equipment passes through the segment of the shield tunnel in the deformation-exceeding area, it drills into the area outside the segment until the drill bit of the drilling equipment comes into contact with the original soil outside the segment. Then the drilling equipment is pulled out. In this way, a guide channel is formed. 3) The drill rod of the grouting equipment extends into the guide channel and drills into the original soil. Then, the drill rod of the grouting equipment injects controllable expansion grouting material into the original soil. After the controllable expansion grouting material expands and solidifies, it applies a squeezing force to the segments in the deformation-over-limit area of ​​the shield tunnel. This squeezing force serves as a corrective force to correct the segments, thereby correcting the segments in the deformation-over-limit area. For the deformation type in step 1), the injection site is the bottom.

[0082] Among them, regarding the aforementioned settlement deformation, 1m 3 The formulation of controllable expansion grouting material is as follows: Cement, 550kg; MgO, 33 kg; Fly ash, 93.5 kg; Silica powder, 55 kg; Water, 275kg; Polycarboxylate superplasticizer, 2.75 kg; Viscosity modifier, 1.65 kg; Activator, 2.75 kg.

[0083] Example 6 This embodiment is basically the same as steps 1) to 3) of embodiment 5, except that 1m 3 The formulation of controllable expansion grouting material is as follows: Cement, 420kg; MgO, 12.6 kg; Fly ash, 42 kg; Silicon powder, 21 kg; Water, 189kg; Polycarboxylate superplasticizer, 1.26 kg; Viscosity modifier, 0.42 kg; Activator, 0.42 kg.

[0084] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A process for rectifying the deformation of a shield tunnel beyond the limit by using a controllable expansion grouting material, characterized in that, The method comprises the following steps: 1) determining the deformation overrun area, deformation type and deformation amount of the shield tunnel according to the monitoring data of the shield tunnel; 2) obtaining the correction amount required for the segment to be corrected according to the deformation type and deformation amount of the segment in the deformation overrun area, and then determining the mixing ratio of the controllable expansion grouting material and the grouting scheme; 3) under the protection of the blowout prevention device installed on the hoisting hole or the grouting hole of the segment, the drill bit of the drilling equipment is drilled through the segment in the deformation overrun area and then drilled outwards to the segment until the drill bit of the drilling equipment is in contact with the undisturbed soil outside the segment, and then the drilling equipment is pulled out, in this way, a guide channel is formed; 4) the drill rod of the grouting equipment is inserted into the guide channel and drilled into the undisturbed soil, the drill rod of the grouting equipment injects the controllable expansion grouting material into the undisturbed soil, and then the drill rod is pulled out, the injected controllable expansion grouting material expands and solidifies to form an expansion layer; 5) step 4) is repeated, and the controllable expansion grouting material injected this time is located between the segment and the expansion layer formed by the controllable expansion grouting material injected last time, until the expansion layer formed by the controllable expansion grouting material injected last time expands and solidifies to exert a controllable extrusion force on the segment, which serves as a correction force for correcting the segment, thereby achieving the correction of the segment in the deformation overrun area, wherein the injection volume of the controllable expansion grouting material is controlled by the segment correction amount fed back by the monitoring equipment, so as to control the size of the extrusion force.

2. The process for shield tunnel deformation overrun correction with controllable expansion grouting material according to claim 1, characterized in that, In step 1), the three-dimensional point cloud data of the inner surface of a single segment is obtained by a three-dimensional laser scanner, the three-dimensional point cloud data of the inner surface of the segment is fitted to obtain the fitted diameter of the inner surface of the segment, and the fitted diameter is compared with the design diameter of the designed circle of the inner surface of the segment, if the fitted diameter in the horizontal direction is greater than the design diameter and the fitted diameter in the vertical direction is less than the design diameter, it is determined that the deformation is convergent. In step 1), the three-dimensional point cloud data of the inner surface of a single segment is obtained by a three-dimensional laser scanner, the three-dimensional point cloud data of the inner surface of the segment is fitted to obtain the fitted diameter of the inner surface of the segment, and the fitted diameter is compared with the design diameter of the designed circle of the inner surface of the segment, if the fitted diameter in the horizontal direction is greater than the design diameter and the fitted diameter in the vertical direction is less than the design diameter, it is determined that the deformation is convergent. In step 1), the three-dimensional point cloud data of the inner surface of a single segment is obtained by a three-dimensional laser scanner, the three-dimensional point cloud data of the inner surface of the segment is fitted to obtain the fitted diameter of the inner surface of the segment, and the fitted diameter is compared with the design diameter of the designed circle of the inner surface of the segment, if the fitted diameter in the horizontal direction is greater than the design diameter and the fitted diameter in the vertical direction is less than the design diameter, it is determined that the deformation is convergent.

3. The process for rectifying the deformation overrun of shield tunnel by using controllable expansion grouting material according to claim 1, characterized in that, In step 1), the three-dimensional point cloud data of the inner surface of a single segment is obtained by a three-dimensional laser scanner, the three-dimensional point cloud data of the inner surface of the segment is fitted to obtain the fitted diameter of the inner surface of the segment, and the fitted diameter is compared with the design diameter of the designed circle of the inner surface of the segment, if the fitted diameter in the horizontal direction is greater than the design diameter and the fitted diameter in the vertical direction is less than the design diameter, it is determined that the deformation is convergent. In step 3), the drilling equipment uses a water drill, and the guide channel is drilled in two steps: A) when the drill bit of the drilling equipment drills to the inner surface of the protective layer of the segment, stop drilling, and then install a sealing blowout prevention device in the hole drilled on the segment; ​ 4. The process for correcting the deformation overrun of shield tunnel by using controllable expansion grouting material according to claim 1, characterized in that, ​ ​ B) The drill bit of the drilling device penetrates the sealing device and penetrates the pipe piece protective layer, the drill bit of the drilling device stops drilling when it is in contact with the undisturbed soil outside the pipe piece, and then the drilling device is pulled out.

5. The process for shield tunnel deformation overrun correction with controllable expansion grouting material according to claim 1, characterized in that, In step 5), the amount of pipe piece correction fed back by monitoring the morphological changes of the pipe piece in real time by the monitoring device is monitored in real time, and the injection volume of the controllable expansion grouting material is adjusted in real time to ensure that the amount of correction of the pipe piece is within the design tolerance range.

6. The process for shield tunnel deformation overrun correction with controllable expansion grouting material according to claim 1, characterized in that, The controllable expansion grouting material exerts extrusion force on the segment of the deformation out-of-limit area of the shield tunnel after expansion and solidification, so that the segment produces a correction amount Wherein: As follows: ； c is the constraint influence coefficient of adjacent pipe pieces; Cement, 400kg-550kg in mass; p is the equivalent swelling pressure of the soil, with the unit of Pa, and , K z is the equivalent bulk stiffness of the soil, with the unit of Pa; and V 0 is the original volume of the slurry injected into the soil, with the unit of m 3 ; e is the volume expansion rate of the controllable swelling grouting material, 1%≤ e ≤10%; R is the diffusion radius of the controllable swelling grouting material injected, with the unit of m; A 1 is the influencing area of the slurry per meter, in m 2 ; K v Kg is the ground reaction coefficient, in kN / m 3 ; m K is the compactness coefficient between the segment and the soil body; A 2 is the effective action area per meter of the soil outside the shield tunnel, on the side opposite the controllable expanding grouting material, in units of m 2 .

7. The process for shield tunnel deformation overrun correction with controllable expansion grouting material according to claim 1, characterized in that, 1m 3 The proportions of the controllable expansion grouting material are as follows: MgO, 3%-12% in mass ratio to cement; Fly ash, 10%-25% in mass ratio to cement; Silica fume, 0-20% in mass ratio to cement; Water, 45%-60% in mass ratio to cement; Polycarboxylic acid superplasticizer, 0.3%-0.8% in mass ratio to cement; Viscosity modifier, 0.1%-0.5% in mass ratio to cement; Activator, 0.1%-1% in mass ratio to cement. In steps 4) and 5), for the correction of the settlement deformation of the shield tunnel, the relative positional relationship between the controllable expansion grouting material injected by the drill rod of the grouting device into the undisturbed soil and the pipe piece is as follows:

8. The process for shield tunnel deformation overrun correction with controllable expansion grouting material according to claim 1, characterized in that, The controllable expansion grouting material is injected below the pipe piece to lift the pipe piece by applying vertical upward extrusion force to the pipe piece, thereby correcting the settlement deformation of the pipe piece, wherein the controllable expansion grouting material injected below the pipe piece forms a bottom correction body after solidification; Or, The controllable expansion grouting material is injected below the pipe piece and on both sides of the lower half of the pipe piece, and the pipe piece is lifted by applying vertical upward and oblique upward extrusion force to the pipe piece, thereby correcting the settlement deformation of the pipe piece, wherein the controllable expansion grouting material injected below the pipe piece forms a bottom correction body after solidification, and the controllable expansion grouting material injected in the lower half of the pipe piece forms an oblique correction body, and the bottom correction body is located between the two oblique correction bodies; Or, The controllable expansion grouting material is injected below the pipe piece, on both sides of the lower half of the pipe piece, and on both sides in the horizontal direction of the pipe piece, and the pipe piece is lifted by applying vertical upward and oblique upward extrusion force to the pipe piece, thereby correcting the settlement deformation of the pipe piece, and the pipe piece is prevented from being laterally skewed by applying horizontal extrusion force to the pipe piece, wherein the controllable expansion grouting material injected below the pipe piece forms a bottom correction body after solidification, the controllable expansion grouting material injected in the lower half of the pipe piece forms an oblique correction body, the controllable expansion grouting material injected in the horizontal direction of the pipe piece forms a horizontal correction body after solidification, and the bottom correction body is located between the two oblique correction bodies. In steps 4) and 5), for the correction of the convergence deformation of the shield tunnel, the relative positional relationship between the controllable expansion grouting material injected by the drill rod of the grouting device into the undisturbed soil and the pipe piece is as follows:

9. The process for shield tunnel deformation overrun correction with controllable expansion grouting material according to claim 1, characterized in that, ​ Injecting controllable expansion grouting material on both sides of the pipe segment in the horizontal direction, and correcting the convergence deformation of the pipe segment by applying extrusion force on both sides of the pipe segment in the horizontal direction, wherein the controllable expansion grouting material injected on both sides of the pipe segment in the horizontal direction forms horizontal correction bodies after solidification, and the two horizontal correction bodies clamp the pipe segment in the horizontal direction; Or, Injecting controllable expansion grouting material on both sides of the pipe segment in the horizontal direction and on both sides of the lower half of the pipe segment, and correcting the convergence deformation of the pipe segment by applying extrusion force in the horizontal direction and in the oblique direction, wherein the controllable expansion grouting material injected on both sides of the pipe segment in the horizontal direction forms horizontal correction bodies after solidification, and the two horizontal correction bodies clamp the pipe segment in the horizontal direction, and the controllable expansion grouting material injected on both sides of the lower half of the pipe segment forms oblique correction bodies, and the two oblique correction bodies are located between the two horizontal correction bodies.

10. The process for rectifying the deformation overrun of shield tunnel by using controllable expansion grouting material according to claim 1, characterized in that, In steps 4) and 5), for the correction of the upward floating deformation of the shield tunnel, the relative positional relationship between the controllable expansion grouting material injected by the drill rod of the grouting equipment into the original soil and the pipe segment is as follows: Injecting controllable expansion grouting material above the pipe segment, and pressing down the pipe segment by applying extrusion force vertically downward to correct the upward floating deformation of the pipe segment, wherein the controllable expansion grouting material injected above the pipe segment forms a top correction body after solidification; Or, Injecting controllable expansion grouting material on both sides of the upper half of the pipe segment, and pressing down the pipe segment by applying extrusion force obliquely downward to correct the upward floating deformation of the pipe segment, wherein the controllable expansion grouting material injected on both sides of the upper half of the pipe segment forms oblique correction bodies; Or, Injecting controllable expansion grouting material above the pipe segment and on both sides of the upper half of the pipe segment, and pressing down the pipe segment by applying extrusion force vertically downward and obliquely downward to correct the upward floating deformation of the pipe segment, wherein the controllable expansion grouting material injected above the pipe segment forms a top correction body after solidification, and the controllable expansion grouting material injected on both sides of the upper half of the pipe segment forms oblique correction bodies, and the top correction body is located between the two oblique correction bodies.

Images