Settling and lifting method and system for tunnel penetrating through ground fissures

Abstract

The invention relates to the technical field of tunnel engineering, and provides a subsidence lifting method and system for a tunnel penetrating through a ground fissure.The method comprises the steps that an initial tunnel model representing a subsidence tunnel is established on the basis of a numerical modeling system, the subsidence process of the tunnel penetrating through the ground fissure.The subsidence process of the tunnel penetrating through the ground fissureis simulated according to the initial tunnel model, and tunnel lifting construction is simulated; determining an actual lifting construction scheme; according to an actual lifting construction scheme, on-site construction and monitoring are carried out, and the method comprises the steps that sensors are arranged on a tunnel and a deformation joint, and a digital twin model is constructed and used for monitoring the change conditions of the tunnel and the deformation joint in the on-site construction period; and grouting, reinforcing and lifting the tunnel by adopting the actual lifting construction scheme. Ground fissures and surrounding soil bodies are reinforced through grouting, the strength and integrity of the soil bodies are improved, movement of the ground fissures is restrained, the tunnel structure is actively lifted through expansive force of the grouting bodies, and tunnel settlement is effectively controlled.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel engineering, and in particular to a method and system for raising the settlement of a tunnel passing through a ground fissure. Background Art

[0002] With the continuous acceleration of urbanization, the development and utilization of underground space has become an important way to solve the problems of urban land resource shortage and traffic congestion. As an important part of underground space development, tunnel engineering has been widely used in subways, highways, railways, municipal pipelines and other fields. However, tunnel engineering faces many challenges in the construction and operation process. Among them, some tunnel projects will inevitably pass through unfavorable geological bodies such as ground fissures. Ground fissure activity can cause uneven settlement of tunnel structures, and in severe cases even cause tunnel cracking, water leakage and other diseases, threatening the safety of tunnel operation. Traditional settlement control methods are often difficult to effectively cope with the complex geological conditions brought about by ground fissures. Therefore, it is particularly important to develop an efficient and safe settlement grouting lifting method.

[0003] At present, the commonly used treatment methods for the settlement problem of tunnels passing through ground fissures include: Grouting reinforcement method: By injecting slurry into the ground fissures and surrounding soil, the strength and integrity of the soil can be improved and the activity of the ground fissures can be inhibited.

[0004] Pile foundation replacement method: Pile foundations are set on both sides of the ground fissure to transfer the tunnel structure load to the stable stratum to avoid tunnel settlement.

[0005] Structural reinforcement method: Strengthen the tunnel structure to improve its ability to resist deformation.

[0006] However, the above methods all have certain limitations: Grouting reinforcement method: It is difficult to effectively control the grouting range and slurry diffusion path, which may lead to slurry waste and environmental pollution.

[0007] Pile foundation replacement method: The construction is difficult, the period is long, the cost is high, and it has a great impact on the surrounding environment.

[0008] Structural reinforcement method: It can only passively withstand the deformation caused by ground fissure activity and cannot fundamentally solve the settlement problem. Summary of the invention

[0009] The purpose of the present invention is to solve at least one technical problem in the background technology and to provide a method and system for raising the settlement of a tunnel passing through a ground fissure.

[0010] To achieve the above object, the present invention provides a method for lifting the settlement of a tunnel passing through a ground fissure, comprising: Based on the numerical modeling system, an initial tunnel model representing the tunnel where settlement has occurred is established, the settlement process of the tunnel passing through the ground fissure is simulated according to the initial tunnel model, and the tunnel lifting construction is simulated to determine the actual lifting construction plan; Carry out on-site construction and monitoring according to the actual lifting construction plan, including: Sensors are deployed on tunnels and expansion joints to build a digital twin model. The sensor data is connected to the digital twin model to monitor the changes of tunnels and expansion joints during on-site construction. Before grouting to raise the tunnel, the deformation joints are protected physically and chemically; The actual lifting construction plan is adopted to implement grouting reinforcement and lifting of the tunnel.

[0011] According to one aspect of the present invention, the method of establishing an initial tunnel model representing a tunnel where settlement has occurred based on a numerical modeling system comprises: Based on the numerical modeling system, the soil layer geometry model and tunnel geometry model are established according to the geological survey data parameters including tunnel settlement deformation and ground fissure characteristics, and tunnel construction drawing data parameters; Input material property parameters into the soil layer geometry model and the tunnel geometry model respectively; Meshing the soil layer geometry model and tunnel geometry model; Apply gravity load and soil static boundary conditions to the meshed soil layer geometry model and tunnel geometry model to form an initial tunnel model; Among them, the material property parameters include soil density, elastic modulus, void ratio, Poisson's ratio, bulk density, internal friction angle and cohesion.

[0012] According to one aspect of the present invention, the ground fissure characteristics include: the location, extension direction, width, depth, and displacement characteristics of the ground fissure.

[0013] According to one aspect of the present invention, the actual lifting construction plan is: reinforcement and lifting is performed based on the soil layer around the micropiles at the bottom of the tunnel, the deep soil layer at the bottom of the micropiles, and the soil layers on both sides of the tunnel.

[0014] According to one aspect of the present invention, the step of arranging sensors in tunnels and deformation joints includes: Fiber Bragg grating sensor: deployed along the tunnel lining to monitor the strain changes of the tunnel lining; Inclination sensor: installed in the tunnel settlement section to measure the inclination angle of the tunnel settlement section; Displacement sensors: arranged at intervals along the length of the tunnel, on the top and bottom of the tunnel; Distributed displacement sensor: deployed along the deformation joint to monitor the change of the width of the deformation joint in real time.

[0015] According to one aspect of the present invention, the physical and chemical protection of the expansion joints respectively comprises: Temporary grouting steel plates are fixedly installed on both sides of the deformation joint at 30cm from the edge of the deformation joint to prevent the grouting slurry from seeping into the deformation joint and damaging the water stop belt; Polyurethane foam is pre-injected into the deformation joint, which forms an elastic isolation layer after curing to prevent structural stress damage to the concrete on both sides of the deformation joint due to rigid collision.

[0016] According to one aspect of the present invention, on-site construction and monitoring are carried out according to the actual lifting construction plan, and further includes: Before grouting to lift the tunnel, grouting is performed on both sides of the deformation joint to form a grouting wall to prevent the grouting slurry from entering the deformation joint and causing the deformation joint to fail. Insert a stress-bearing reinforcement into the grouting holes at regular intervals on the stop wall to increase the strength of the stop wall and support the load on both sides of the deformation joint; The waterproof material is injected obliquely between the two stop walls to form a waterproof layer.

[0017] According to one aspect of the present invention, a tunnel is grout-reinforced and lifted using an actual lifting construction scheme, including: The soil around the micropiles under the tunnel is reinforced by grouting through grouting holes symmetrically arranged on both sides of the tunnel to the soil around the micropiles under the tunnel, so that the soil around the micropiles is tightly bonded to the micropiles, thereby improving the holding force of the soil around the piles on the micropiles.

[0018] According to one aspect of the present invention, the deep foundation under the tunnel is reinforced and lifted by back-grouting through grouting holes symmetrically arranged on both sides of the tunnel to the deep sand layer or pebble layer foundation at the bottom of the micro-piles under the tunnel.

[0019] According to one aspect of the present invention, grouting reinforcement is performed on the soil layers on both sides of the tunnel through grouting holes symmetrically arranged on both sides of the tunnel.

[0020] To achieve the above object, the present invention also provides a tunnel settlement and lifting system for passing through a ground fissure, comprising: The actual lifting construction plan acquisition module establishes an initial tunnel model representing the tunnel where settlement occurs based on the numerical modeling system, simulates the settlement process of the tunnel passing through the ground fissure according to the initial tunnel model, and simulates the tunnel lifting construction to determine the actual lifting construction plan; The actual construction monitoring module conducts on-site construction and monitoring according to the actual lifting construction plan, including: deploying sensors on tunnels and deformation joints, building a digital twin model, and connecting sensor data to the digital twin model to monitor changes in tunnels and deformation joints during on-site construction; Before grouting to raise the tunnel, the deformation joints are protected physically and chemically; The actual lifting construction plan is adopted to implement grouting reinforcement and lifting of the tunnel.

[0021] To achieve the above objectives, the present invention also provides an electronic device, including a processor, a memory, and a computer program stored in the memory and executable on the processor, wherein the computer program, when executed by the processor, implements the above-mentioned method for raising the settlement of a tunnel passing through a ground fissure.

[0022] To achieve the above-mentioned purpose, the present invention also provides a computer-readable storage medium, characterized in that a computer program is stored on the computer-readable storage medium, and when the computer program is executed by a processor, the method for raising the settlement of a tunnel crossing a ground fissure as described above is implemented.

[0023] According to the solution of the present invention, the present invention can achieve the following beneficial effects: Precise control: Through ground fissure investigation and monitoring, the characteristics of ground fissures and tunnel settlement can be accurately grasped, providing a scientific basis for the design of grouting schemes.

[0024] Active lifting: grouting is used to reinforce the ground fissures and surrounding soil, improve soil strength and integrity, inhibit ground fissure activity, and use the expansion force of the grouting body to actively lift the tunnel structure, effectively controlling tunnel settlement.

[0025] Easy construction: This method has simple construction process, easy operation, no need for large-scale machinery and equipment, short construction period and low cost.

[0026] Small environmental impact: This method adopts controllable grouting technology, the grouting range and slurry diffusion path are controllable, and the impact on the surrounding environment is small.

[0027] The present invention improves the safety and stability of a tunnel when it passes through a ground fissure.

[0028] The present invention effectively controls ground subsidence and reduces the impact on surrounding buildings and the safety of residents. BRIEF DESCRIPTION OF THE DRAWINGS

[0029] Figure 1 A flow chart schematically showing a method for raising the settlement of a tunnel passing through a ground fissure according to an embodiment of the present invention; Figure 2 The plan position diagram of the ground fissure and the tunnel in Example 1; Figure 3 This is a plan view of the construction process of the actual lifting construction of Example 1. DETAILED DESCRIPTION

[0030] The content of the present invention will now be discussed with reference to exemplary embodiments. It should be understood that the embodiments discussed are only to enable those skilled in the art to better understand and thus implement the content of the present invention, rather than implying any limitation on the scope of the present invention.

[0031] As used herein, the term “including” and variations thereof are to be interpreted as open-ended terms meaning “including, but not limited to.” The term “based on” is to be interpreted as “based, at least in part, on.” The terms “one embodiment” and “an embodiment” are to be interpreted as “at least one embodiment.”

[0032] Figure 1 The flowchart schematically shows a method for raising the settlement of a tunnel through a ground fissure according to an embodiment of the present invention. Figure 1 As shown, in this embodiment, the method for raising the settlement of a tunnel passing through a ground fissure includes: Based on the numerical modeling system, an initial tunnel model representing the tunnel where settlement has occurred is established, the settlement process of the tunnel passing through the ground fissure is simulated according to the initial tunnel model, and the tunnel lifting construction is simulated to determine the actual lifting construction plan; Conduct on-site construction and monitoring according to the actual lifting construction plan, including: deploying sensors on tunnels and deformation joints, building a digital twin model, and connecting sensor data to the digital twin model to monitor changes in tunnels and deformation joints during on-site construction; Before grouting to raise the tunnel, the deformation joints are protected physically and chemically; The actual lifting construction plan is adopted to implement grouting reinforcement and lifting of the tunnel.

[0033] It should be noted that in the actual process of tunnel construction, deformation joints are usually set at intervals along the length of the tunnel at structurally sensitive locations along the circumference of the tunnel.

[0034] The structural sensitive parts of the tunnel usually include: geological change parts: such as the boundary of soft strata, active fault zones, goaf areas and other areas prone to differential settlement; structural change parts: such as changes in tunnel sections and the junction of open and dark tunnels; load change parts: such as areas with significant differences in foundation strength and large changes in ground cover thickness; Further, according to an embodiment of the present invention, an initial tunnel model representing a tunnel where settlement occurs is established based on a numerical modeling system, including: Based on the numerical modeling system, the soil layer geometry model and tunnel geometry model are established according to the geological survey data parameters including tunnel settlement deformation and ground fissure characteristics, and tunnel construction drawing data parameters; Input material property parameters into the soil layer geometry model and the tunnel geometry model respectively; Meshing the soil layer geometry model and tunnel geometry model; Apply gravity load and soil static boundary conditions to the meshed soil layer geometry model and tunnel geometry model to form an initial tunnel model; Among them, the material property parameters include soil density, elastic modulus, void ratio, Poisson's ratio, bulk density, internal friction angle and cohesion.

[0035] Furthermore, according to an embodiment of the present invention, the ground fissure characteristics include: the location, extension direction, width, depth, and displacement characteristics of the ground fissure.

[0036] Furthermore, according to one embodiment of the present invention, the actual lifting construction plan is: reinforcement and lifting are performed based on the soil layer around the micropiles at the bottom of the tunnel, the deep soil layer at the bottom of the micropiles, and the soil layers on both sides of the tunnel.

[0037] Further, according to an embodiment of the present invention, sensors are arranged on tunnels and deformation joints, including: Fiber Bragg grating sensor: deployed along the tunnel lining to monitor the strain changes of the tunnel lining; Inclination sensor: installed in the tunnel settlement section to measure the inclination angle of the tunnel settlement section; Displacement sensors: arranged at intervals along the length of the tunnel, on the top and bottom of the tunnel; Distributed displacement sensor: deployed along the deformation joint to monitor the change of the width of the deformation joint in real time.

[0038] Further, according to an embodiment of the present invention, the deformation joint is physically and chemically protected respectively, including: Temporary grouting steel plates are fixedly installed on both sides of the deformation joint at 30cm from the edge of the deformation joint to prevent the grouting slurry from seeping into the deformation joint and damaging the water stop belt; Polyurethane foam is pre-injected into the deformation joint, which forms an elastic isolation layer after curing to prevent structural stress damage to the concrete on both sides of the deformation joint due to rigid collision.

[0039] Further, according to an embodiment of the present invention, on-site construction and monitoring are performed according to the actual lifting construction plan, further comprising: Before grouting to lift the tunnel, grouting is performed on both sides of the deformation joint to form a grouting wall to prevent the grouting slurry from entering the deformation joint and causing the deformation joint to fail. Insert a stress-bearing reinforcement into the grouting holes at regular intervals on the stop wall to increase the strength of the stop wall and support the load on both sides of the deformation joint; The waterproof material is injected obliquely between the two mortar-stopping walls to form a waterproof layer. In this embodiment, because the distance between the two mortar-stopping walls is relatively close, the oblique injection is better for operation.

[0040] Furthermore, according to an embodiment of the present invention, a practical lifting construction scheme is adopted to implement grouting reinforcement lifting on the tunnel, including: The soil around the micropiles under the tunnel is reinforced by grouting through grouting holes symmetrically arranged on both sides of the tunnel to the soil around the micropiles under the tunnel, so that the soil around the micropiles is tightly bonded to the micropiles, thereby improving the holding force of the soil around the piles on the micropiles.

[0041] Furthermore, according to one embodiment of the present invention, the deep foundation under the tunnel is reinforced and lifted by back-grouting through grouting holes symmetrically arranged on both sides of the tunnel to the deep sand layer or pebble layer foundation at the bottom of the micro-piles under the tunnel.

[0042] Furthermore, according to an embodiment of the present invention, grouting reinforcement is performed on the soil layers on both sides of the tunnel through grouting holes symmetrically arranged on both sides of the tunnel.

[0043] Further, according to an embodiment of the present invention, the digital twin model is constructed by: based on geological data, ground fissure characteristics (crack width, extension direction, displacement and historical activity data), tunnel structural data (tunnel axis, section size, support structure (lining, anchor, etc.), construction data: actual construction deviation, material parameters (concrete strength, steel bar arrangement) and other data, geological and tunnel modeling is performed to form a BIM model (digital twin model); Digital Twin Construction: 1. Connect sensor data (displacement, stress, inclination sensor data, etc.) to the BIM model.

[0044] 2. Update the deformation joint status and tunnel deformation in real time.

[0045] 3. Dynamically display the tunnel lifting results and grouting slurry diffusion process.

[0046] 4. Adjust the grouting parameters in real time according to the changes in the model until the lifting is completed.

[0047] According to the above solution of the present invention, the present invention can achieve the following beneficial effects: Precise control: Through ground fissure investigation and monitoring, the characteristics of ground fissures and tunnel settlement can be accurately grasped, providing a scientific basis for the design of grouting schemes.

[0048] Active lifting: grouting is used to reinforce the ground fissures and surrounding soil, improve soil strength and integrity, inhibit ground fissure activity, and use the expansion force of the grouting body to actively lift the tunnel structure, effectively controlling tunnel settlement.

[0049] Easy construction: This method has simple construction process, easy operation, no need for large-scale machinery and equipment, short construction period and low cost.

[0050] Small environmental impact: This method adopts controllable grouting technology, the grouting range and slurry diffusion path are controllable, and the impact on the surrounding environment is small.

[0051] The present invention improves the safety and stability of a tunnel when it passes through a ground fissure.

[0052] The present invention effectively controls ground subsidence and reduces the impact on surrounding buildings and the safety of residents.

[0053] Furthermore, to achieve the above-mentioned purpose, the present invention also provides a tunnel settlement and lifting system for passing through a ground fissure, comprising: The actual lifting construction plan acquisition module establishes an initial tunnel model representing the tunnel where settlement occurs based on the numerical modeling system, simulates the settlement process of the tunnel passing through the ground fissure according to the initial tunnel model, and simulates the tunnel lifting construction to determine the actual lifting construction plan; The actual construction monitoring module conducts on-site construction and monitoring according to the actual lifting construction plan, including: deploying sensors on tunnels and deformation joints, building a digital twin model, and connecting sensor data to the digital twin model to monitor changes in tunnels and deformation joints during on-site construction; Before grouting to raise the tunnel, the deformation joints are protected physically and chemically; The actual lifting construction plan is adopted to implement grouting reinforcement and lifting of the tunnel.

[0054] The above-mentioned tunnel settlement and lifting system for crossing ground fissures according to the present invention can realize the above-mentioned tunnel settlement and lifting method for crossing ground fissures. The specific process steps are as described above and will not be repeated here.

[0055] Furthermore, to achieve the above-mentioned purpose, the present invention also provides an electronic device, including a processor, a memory, and a computer program stored in the memory and executable on the processor, wherein when the computer program is executed by the processor, the method for raising the settlement of a tunnel crossing a ground fissure as described above is implemented.

[0056] Furthermore, to achieve the above-mentioned purpose, the present invention also provides a computer-readable storage medium, on which a computer program is stored. When the computer program is executed by a processor, the method for raising the settlement of a tunnel passing through a ground fissure as described above is implemented.

[0057] In order to make the objectives, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiment described herein is only an optimal embodiment of the present invention and is only used to explain the present invention, and does not limit the scope of protection of the present invention. All other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0058] Example 1

[0059] The length of a subway project is about 200m, and the section passes through the ground fissure. The tunnel floor is buried at a depth of about 13.5~19.8m, and the top is buried at a depth of about 6.5~12.8m. The stratigraphic characteristics are shown in Table 1 below. From top to bottom, they are mixed fill (maximum thickness of about 10m), plain fill, new loess (above water), paleosol (above water), old loess (above water), paleosol and old loess interlayers, silty clay, and sand and gravel layers. The tunnel floor is located in the new loess layer / paleosol / old loess layer (with self-weight collapsibility).

[0060] Table 1:

[0061] After the tunnel construction was completed, the construction unit measured the section tunnel and found that the section tunnel had settled. The maximum cumulative settlement deformation was about 188.9 mm. The maximum settlement was located at the junction of the ground fissure and the section tunnel, and gradually became smaller on both sides.

[0062] The tunnel in this section is obliquely intersected with the ground fissure. In the tunnel section passing through the ground fissure, a total of four deformation joints are set. Figure 2 .

[0063] The subway diseases that may be caused by ground fissures include: deformation, cracking or damage of subway tunnel lining, deformation and damage of railroad subgrade and track, and water leakage in subway tunnel. In particular, ground fissures that directly intersect with subways may directly cause structural damage, leading to very serious consequences and particularly serious harm.

[0064] In order to solve the above technical problems, this embodiment proposes a method for lifting the settlement of a tunnel passing through a ground fissure, comprising: Step 1: Measure the settlement of the tunnel that passes through the ground fissure, measure the geological conditions of the tunnel location, collect the tunnel design drawings, and investigate and monitor the ground fissures: use three-dimensional geological radar and distributed fiber optic sensing technology, drilling exploration and other means to find out the location, direction, width, depth and other characteristics of the ground fissures, and set up monitoring points to monitor the activity of the ground fissures and the settlement and deformation of the tunnel in real time.

[0065] Step 2: Numerical simulation analysis: Establish a numerical model of tunnel-soil interaction and simulate the settlement process of a tunnel passing through ground fissures, analyze the causes and influencing factors of the settlement, and simulate the tunnel lifting construction method to prepare for actual construction.

[0066] Step 3: Determine the actual construction plan based on the numerical simulation results.

[0067] Step 4: On-site construction and monitoring: 1. Monitoring arrangement: Fiber Bragg grating sensors: deployed along the tunnel lining to monitor strain changes (accuracy ±1με); Inclination sensor: installed at key points of the tunnel settlement section to measure the inclination angle (resolution 0.001°); Displacement sensor: Arranged at certain intervals along the length of the tunnel, on the top and bottom of the tunnel. The specific distance should be adjusted according to the actual situation on site. Distributed displacement sensor: deployed along the deformation joint to monitor the change of the width of the deformation joint in real time.

[0068] Data transmission: The sensors (fiber grating sensor, inclination sensor, displacement sensor) transmit the acquired data to the computer.

[0069] 2. Deformation joint protection measures before grouting: (1) Seam sealing reinforcement: Physical isolation: Before grouting, temporary grouting-stopping steel plates (thickness ≥ 5mm) need to be installed on both sides of the deformation joint and fixed 30cm away from the edge of the joint to prevent the slurry from seeping into the deformation joint and damaging the waterstop.

[0070] Chemical sealing: Pre-inject polyurethane foam into the seam, the filling rate must be above 90%, and an elastic isolation layer will be formed after curing.

[0071] (2) For areas with expansion joints, grouting is performed on both sides of the expansion joints to form stop walls. A reinforcement bar is inserted into the grouting hole at regular intervals to prevent the slurry from entering the expansion joints during the subsequent grouting process, thereby making the expansion joints effective. The purpose of inserting reinforcement bars is to support the loads on both sides of the expansion joints to prevent subsequent secondary settlement.

[0072] (3) Inject waterproof material at an angle between the two stop walls to form a waterproof layer.

[0073] 3. Construction operation (construction operation process such as Figure 3 shown): (1) Grouting hole arrangement: Grouting holes are arranged inside the tunnel according to the characteristics of the ground fissures and the tunnel structure. The depth of the grouting holes should be reasonably set according to the ground fissure conditions and geological conditions.

[0074] Reinforcement hole arrangement and hole depth: holes are arranged inside the tunnel, and three rows of holes are arranged in the ground fissure defense section, with a row spacing of 2.5m, a longitudinal spacing of 5.0m, and a plum blossom arrangement; There is one row of vertical holes in the middle, with a drilling depth of about 22.9m (starting from the top elevation of the tunnel track slab, and not less than 2.0m into the bottom boundary of deadweight collapse), one row of vertical holes is arranged on each side, with a hole depth of about 23.7m; three rows of inclined holes, with drilling angles and depths of 8°, 24.0m, 30°, 9.0m, 77°, and 4.6m respectively; the actual hole position, number of holes, and hole depth need to be adjusted according to the actual situation on site; Lifting holes: In areas where the tunnel settlement is large, the original reinforcement holes are used for lifting. The hole positions can be appropriately increased based on the actual situation on site (the hole positions should be adjusted based on the actual situation on site).

[0075] Selection of grouting materials: Choose grouting materials with good fluidity, controllable setting time and high strength - high aluminum iron special composite slurry.

[0076] Pressure control: According to the grouting depth, ground conditions and tunnel structure stress, the grouting pressure should be reasonably controlled to avoid damage to the tunnel structure caused by excessive grouting pressure.

[0077] (2) The soil reinforcement stage around the piles; The main purpose is to reinforce the soil around the micropiles under the tunnel, so that the soil around the piles and the micropiles are tightly bonded, and the grip of the soil around the piles on the micropiles is improved; the purpose is to stop sinking, reinforce the soil around the piles to protect the pile foundation, and ensure the uniformity of the lifting effect, avoid hidden dangers such as secondary cracking of the tunnel due to excessive local lifting, and better ensure the lifting effect. Grouting is carried out in sections according to the depth, and grouting is carried out section by section from bottom to top. After each section of grouting is completed, wait for the slurry to initially set before grouting the next section.

[0078] (3) Deep retreat and uplift stage; After the first stage is completed, continue to drill downward to the middle sand layer or pebble layer to reinforce the deep foundation, and adopt a backward layered reinforcement process. During the layered retreat process, accompanied by the continuous solidification of the soil layer, the foundation soil is transformed from filling to compaction. As the pressure increases and the density increases, a lifting force is formed, so that the tunnel achieves a uniform lifting effect; at this time, the slurry has the following characteristics: large viscosity coefficient, poor fluidity, and short gel time.

[0079] (4) Soil reinforcement on both sides of the tunnel; After the tunnel is lifted, the soil in the middle and lower parts on both sides of the tunnel may be disturbed. Therefore, it is necessary to reinforce a certain range in the middle and lower parts on both sides of the tunnel. A semi-enclosed reinforcement body is formed in the middle and lower parts on both sides of the tunnel to ensure the overall stability of the tunnel.

[0080] Monitoring situation: Fiber Bragg grating sensors, inclination sensors, and displacement sensors buried in the tunnel structure are used to monitor the lift and structural stress in real time. The grouting parameters (pressure, flow rate, slurry ratio) are dynamically adjusted based on changes in the digital twin model.

[0081] In this embodiment, the digital twin model is a three-dimensional digital twin model of the tunnel-ground fissure-grouting system, which displays the uplift and structural response of each point of the tunnel during grouting uplift in real time.

[0082] In this embodiment, the digital twin model is constructed by performing geological and tunnel modeling based on geological data, ground fissure characteristics (crack width, extension direction, displacement and historical activity data), tunnel structural data (tunnel axis, section size, support structure (lining, anchor, etc.), construction data: actual construction deviation, material parameters (concrete strength, steel bar arrangement) and other data to form a BIM model.

[0083] Digital Twin Construction: 1. Connect sensor data (displacement, stress, inclination sensor data, etc.) to the BIM model.

[0084] 2. Update the deformation joint status and tunnel deformation in real time.

[0085] 3. Dynamically display the tunnel lifting results and grouting slurry diffusion process.

[0086] 4. Adjust the grouting parameters in real time according to the changes in the model until the lifting is completed.

[0087] Lifting principle: Construction is carried out according to the monitoring data of the digital twin model. During the lifting process, multiple devices are used to carry out flow operations at the same time, and the lifting is carried out in a cycle from the part with large settlement values ​​to the part with small settlement values. During the lifting process, the digital twin model monitors the lifting data in real time; Since there is a large amount of soil covering the upper part of the tunnel, in order to control the deformation of the tunnel structure, reduce the lifting rate and control the lifting height, the maximum lifting height per day is controlled between 2mm and 5mm.

[0088] Effect detection: After the grouting is completed, the grouting effect is detected by means of core drilling, ultrasonic testing, etc. to ensure that the grouting body is dense, continuous, and closely integrated with the surrounding soil.

[0089] Those skilled in the art will appreciate that the modules and algorithm steps described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are performed in hardware or software depends on the specific application and design constraints of the technical solution. Professional and technical personnel can use different methods to implement the described functions for each specific application, but such implementation should not be considered to be beyond the scope of the present invention.

[0090] Those skilled in the art can clearly understand that, for the convenience and brevity of description, the specific working processes of the above-described devices and equipment can refer to the corresponding processes in the aforementioned method implementation methods, and will not be repeated here.

[0091] In the embodiments provided in the present application, it should be understood that the disclosed devices and methods can be implemented in other ways. For example, the device embodiments described above are only schematic. For example, the division of the modules is only a logical function division. There may be other division methods in actual implementation, such as multiple modules or components can be combined or integrated into another system, or some features can be ignored or not executed. Another point is that the mutual coupling or direct coupling or communication connection shown or discussed can be through some interfaces, indirect coupling or communication connection of devices or modules, which can be electrical, mechanical or other forms.

[0092] The modules described as separate components may or may not be physically separated, and the components shown as modules may or may not be physical modules, that is, they may be located in one place or distributed on multiple network modules. Some or all of the modules may be selected according to actual needs to achieve the purpose of the embodiments of the present invention.

[0093] In addition, each functional module in the embodiment of the present invention may be integrated into one processing module, or each module may exist physically separately, or two or more modules may be integrated into one module.

[0094] If the functions are implemented in the form of software function modules and sold or used as independent products, they can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention can be essentially or partly embodied in the form of a software product that contributes to the prior art. The computer software product is stored in a storage medium and includes several instructions for enabling a computer device (which can be a personal computer, server, or network device, etc.) to perform all or part of the steps of the energy-saving signal sending / receiving method of each embodiment of the present invention. The aforementioned storage medium includes: various media that can store program codes, such as USB flash drives, mobile hard disks, ROM, RAM, magnetic disks, or optical disks.

[0095] The above description is only a preferred embodiment of the present application and an explanation of the technical principles used. Those skilled in the art should understand that the scope of the invention involved in the present application is not limited to the technical solution formed by a specific combination of the above technical features, but should also cover other technical solutions formed by any combination of the above technical features or their equivalent features without departing from the inventive concept. For example, the above features are replaced with the technical features with similar functions disclosed in this application (but not limited to) by each other.

[0096] It should be understood that the size of the serial numbers of each step in the content of the invention and the implementation methods of the present invention does not absolutely mean the order of execution. The execution order of each process should be determined by its function and internal logic, and should not constitute any limitation on the implementation process of the implementation methods of the present invention.

Claims

1. A method for raising the settlement of a tunnel passing through a ground fissure, characterized in that: include: Based on the numerical modeling system, an initial tunnel model representing the tunnel where settlement has occurred is established, the settlement process of the tunnel passing through the ground fissure is simulated according to the initial tunnel model, and the tunnel lifting construction is simulated to determine the actual lifting construction plan; Carry out on-site construction and monitoring according to the actual lifting construction plan, including: Sensors are deployed on tunnels and expansion joints to build a digital twin model. The sensor data is connected to the digital twin model to monitor the changes of tunnels and expansion joints during on-site construction. Before grouting to raise the tunnel, the deformation joints are protected physically and chemically; The actual lifting construction plan is adopted to implement grouting reinforcement and lifting of the tunnel.

2. The method for raising the settlement of a tunnel passing through a ground fissure according to claim 1, characterized in that: The method of establishing an initial tunnel model representing a tunnel where settlement occurs based on a numerical modeling system includes: Based on the numerical modeling system, the soil layer geometry model and tunnel geometry model are established according to the geological survey data parameters including tunnel settlement deformation and ground fissure characteristics, and tunnel construction drawing data parameters; Input material property parameters into the soil layer geometry model and the tunnel geometry model respectively; Meshing the soil layer geometry model and tunnel geometry model; Apply gravity load and soil static boundary conditions to the meshed soil layer geometry model and tunnel geometry model to form an initial tunnel model; Among them, the material property parameters include soil density, elastic modulus, void ratio, Poisson's ratio, bulk density, internal friction angle and cohesion.

3. The method for raising the settlement of a tunnel passing through a ground fissure according to claim 1, characterized in that: The ground fissure characteristics include: the location, extension direction, width, depth and displacement characteristics of the ground fissure.

4. The method for raising the settlement of a tunnel passing through a ground fissure according to claim 1, characterized in that: The actual lifting construction plan is to reinforce and lift the soil layer around the micropiles at the bottom of the tunnel, the deep soil layer at the bottom of the micropiles, and the soil layers on both sides of the tunnel.

5. The method for raising the settlement of a tunnel passing through a ground fissure according to claim 1, characterized in that: The step of arranging sensors on the tunnel and the deformation joint includes: Fiber Bragg grating sensor: deployed along the tunnel lining to monitor the strain changes of the tunnel lining; Inclination sensor: installed in the tunnel settlement section to measure the inclination angle of the tunnel settlement section; Displacement sensors: arranged at intervals along the length of the tunnel, on the top and bottom of the tunnel; Distributed displacement sensor: deployed along the deformation joint to monitor the change of the width of the deformation joint in real time.

6. The method for raising the settlement of a tunnel passing through a ground fissure according to claim 1, characterized in that: The physical and chemical protection of the expansion joints respectively includes: Temporary grouting steel plates are fixedly installed on both sides of the deformation joint at 30cm from the edge of the deformation joint to prevent the grouting slurry from seeping into the deformation joint and damaging the water stop belt; Polyurethane foam is pre-injected into the deformation joint, which forms an elastic isolation layer after curing to prevent structural stress damage to the concrete on both sides of the deformation joint due to rigid collision.

7. The method for raising the settlement of a tunnel passing through a ground fissure according to claim 1, characterized in that: On-site construction and monitoring according to the actual lifting construction plan, including: Before grouting to lift the tunnel, grouting is performed on both sides of the deformation joint to form a grouting wall to prevent the grouting slurry from entering the deformation joint and causing the deformation joint to fail. Insert a stress-bearing reinforcement into the grouting holes at regular intervals on the stop wall to increase the strength of the stop wall and support the load on both sides of the deformation joint; The waterproof material is injected obliquely between the two stop walls to form a waterproof layer.

8. The method for raising the settlement of a tunnel passing through a ground fissure according to claim 1, characterized in that: The actual lifting construction plan is adopted to implement grouting reinforcement and lifting of the tunnel, including: The soil around the micropiles under the tunnel is reinforced by grouting through grouting holes symmetrically arranged on both sides of the tunnel to the soil around the micropiles under the tunnel, so that the soil around the micropiles is tightly bonded to the micropiles, thereby improving the holding force of the soil around the piles on the micropiles.

9. The method for raising the settlement of a tunnel passing through a ground fissure according to claim 1, characterized in that: The deep foundation under the tunnel is reinforced and lifted by back-grouting through grouting holes symmetrically arranged on both sides of the tunnel to the deep sand layer or pebble layer foundation at the bottom of the micro-piles under the tunnel.

10. The method for raising the settlement of a tunnel passing through a ground fissure according to any one of claims 1 to 9, characterized in that: The soil layers on both sides of the tunnel are reinforced by grouting through grouting holes symmetrically arranged on both sides of the tunnel.

11. A tunnel settlement and lifting system for crossing a ground fissure, characterized in that: include: The actual lifting construction plan acquisition module establishes an initial tunnel model representing the tunnel where settlement occurs based on the numerical modeling system, simulates the settlement process of the tunnel passing through the ground fissure according to the initial tunnel model, and simulates the tunnel lifting construction to determine the actual lifting construction plan; The actual construction monitoring module conducts on-site construction and monitoring according to the actual lifting construction plan, including: Sensors are deployed on tunnels and expansion joints to build a digital twin model. The sensor data is connected to the digital twin model to monitor the changes of tunnels and expansion joints during on-site construction. Before grouting to raise the tunnel, the deformation joints are protected physically and chemically; The actual lifting construction plan is adopted to implement grouting reinforcement and lifting of the tunnel.

12. An electronic device, characterized in that The method comprises a processor, a memory and a computer program stored in the memory and executable on the processor, wherein when the computer program is executed by the processor, the method for raising the settlement of a tunnel passing through a ground fissure as claimed in any one of claims 1 to 10 is implemented.

13. A computer-readable storage medium, characterized in that The computer-readable storage medium stores a computer program, and when the computer program is executed by a processor, the method for raising the settlement of a tunnel passing through a ground fissure according to any one of claims 1 to 10 is implemented.

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