Tunnel settlement and uplift method and system crossing ground fissures

Abstract

The present invention relates to the technical field of tunnel engineering, and provides a method and a system for tunnel settlement and uplift across a ground fissure. The method includes: based on a numerical modeling system, establishing an initial tunnel model representing the tunnel with settlement, simulating the tunnel settlement process across the ground fissure according to the initial tunnel model, and simulating the tunnel uplift construction to determine the actual uplift construction plan; carrying out on-site construction and monitoring according to the actual uplift construction plan, including: arranging sensors on the tunnel and the deformation joints, constructing a digital twin model for monitoring the changes of the tunnel and the deformation joints during on-site construction; implementing grouting reinforcement and uplift of the tunnel by using the actual uplift construction plan. The present invention effectively controls tunnel settlement by grouting and reinforcing the ground fissure and the surrounding soil, improving the soil strength and integrity, inhibiting the activity of the ground fissure, and actively uplifting the tunnel structure by using the expansion force of the grouting body.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel engineering, and particularly to a method and system for tunnel settlement and uplift across a ground fissure. Background Art

[0002] With the accelerating urbanization process, the development and utilization of underground space have become an important way to solve problems such as urban land resource shortage and traffic congestion. As an important part of underground space development, tunnel engineering has been widely applied in the fields of subways, highways, railways, municipal pipelines, etc. However, tunnel engineering faces many challenges during construction and operation. Among them, some tunnel projects inevitably cross unfavorable geological bodies such as ground fissures. Ground fissure activities can cause uneven settlement of tunnel structures, and in severe cases, even lead to diseases such as tunnel cracking and water leakage, threatening the safety of tunnel operation. Traditional settlement control methods often have difficulty effectively dealing with the complex geological conditions brought by ground fissures. Therefore, it is particularly important to develop an efficient and safe settlement grouting and uplift method.

[0003] Currently, for the settlement problem of tunnels crossing ground fissures, common treatment methods include:

[0004] Grouting reinforcement method: By injecting slurry into the ground fissure and the surrounding soil, the strength and integrity of the soil are improved to inhibit ground fissure activities.

[0005] 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.

[0006] Structure strengthening method: Strengthen the tunnel structure to improve its ability to resist deformation.

[0007] However, the above methods all have certain limitations:

[0008] 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.

[0009] Pile foundation replacement method: The construction difficulty is large, the cycle is long, the cost is high, and it has a greater impact on the surrounding environment.

[0010] Structure strengthening method: It can only passively withstand the deformation caused by ground fissure activities and cannot fundamentally solve the settlement problem. Summary of the Invention

[0011] The purpose of the present invention is to solve at least one technical problem in the background art, and provide a method and system for tunnel settlement and uplift across a ground fissure.

[0012] To achieve the above purpose, the present invention provides a method for tunnel settlement and uplift across a ground fissure, including:

[0013] Based on a numerical modeling system, an initial tunnel model representing the tunnel with settlement is established. According to the initial tunnel model, the settlement process of the tunnel crossing the ground fissure is simulated, and the tunnel lifting construction is simulated to determine the actual lifting construction plan.

[0014] Carry out on-site construction and monitoring according to the actual lifting construction plan, including:

[0015] Install sensors on the tunnel and deformation joints, construct a digital twin model, and connect the sensor data to the digital twin model to monitor the changes of the tunnel and deformation joints during on-site construction.

[0016] Before implementing the grouting to lift the tunnel, carry out physical and chemical protection on the deformation joints respectively.

[0017] Implement grouting reinforcement and lifting of the tunnel using the actual lifting construction plan.

[0018] According to one aspect of the present invention, the establishment of the initial tunnel model representing the tunnel with settlement based on the numerical modeling system includes:

[0019] Based on the numerical modeling system, according to the geological exploration data parameters including the tunnel settlement deformation situation and the ground fissure characteristics, and the tunnel construction drawing data parameters, establish a soil layer geometric model and a tunnel geometric model.

[0020] Input material property parameters into the soil layer geometric model and the tunnel geometric model respectively.

[0021] Perform mesh division on the soil layer geometric model and the tunnel geometric model.

[0022] Apply gravity loads and soil static boundary conditions to the soil layer geometric model and the tunnel geometric model after mesh division to form an initial tunnel model.

[0023] Among them, the material property parameters include soil density, elastic modulus, porosity, Poisson's ratio, unit weight, internal friction angle, and cohesion.

[0024] According to one aspect of the present invention, the ground fissure characteristics include: the location, extension direction, width, depth, and offset amount characteristics of the ground fissure.

[0025] According to one aspect of the present invention, the actual lifting construction plan is: based on the soil layer around the micro-piles at the bottom of the tunnel, the deep soil layer at the bottom of the micro-piles, and the soil layers on both sides of the tunnel for reinforcement and lifting.

[0026] According to one aspect of the present invention, the installation of sensors on the tunnel and deformation joints includes:

[0027] Fiber Bragg grating sensors: arranged along the tunnel lining to monitor the strain change of the tunnel lining.

[0028] Inclination sensor: Installed in the settlement section of the tunnel to measure the inclination angle of the settlement section of the tunnel;

[0029] Displacement sensors: Arranged at intervals along the length direction of the tunnel, respectively at the crown and invert of the tunnel;

[0030] Distributed displacement sensor: Arranged along the deformation joint to monitor the change in the joint width of the deformation joint in real time.

[0031] According to one aspect of the present invention, the physical and chemical protection of the deformation joints respectively includes:

[0032] Temporarily install grout-stop steel plates at a distance of 30 cm from the edges of the deformation joint on both sides of the deformation joint to prevent the grouting slurry from seeping into the deformation joint and damaging the water-stop belt;

[0033] Pre-inject polyurethane foam into the deformation joint, which forms an elastic isolation layer after curing to prevent structural stress damage caused by rigid collision of the concrete on both sides of the deformation joint.

[0034] According to one aspect of the present invention, the on-site construction and monitoring according to the actual lifting construction plan further include:

[0035] Before implementing the grouting to lift the tunnel, grout on both sides of the deformation joint to form grout-stop walls to prevent the grouting slurry from entering the deformation joint and causing the deformation joint to fail;

[0036] Insert a stress bar into the grouting holes at intervals on the grout-stop wall to increase the strength of the grout-stop wall and support the loads on both sides of the deformation joint;

[0037] Inclinedly inject waterproof materials between the two grout-stop walls to form a waterproof layer.

[0038] According to one aspect of the present invention, the implementation of grouting reinforcement and lifting of the tunnel using the actual lifting construction plan includes:

[0039] Through the grouting holes symmetrically arranged on both sides inside the tunnel to the soil around the micro-piles under the tunnel, grout and reinforce the soil around the micro-piles under the tunnel, so that the soil around the micro-piles is tightly cemented with the micro-piles, and the grip force of the soil around the piles on the micro-piles is improved.

[0040] According to one aspect of the present invention, through the grouting holes symmetrically arranged on both sides inside the tunnel to the deep sand layer or pebble layer foundation at the bottom of the micro-piles under the tunnel, carry out retreat grouting reinforcement and lifting of the deep foundation under the tunnel.

[0041] According to one aspect of the present invention, through the grouting holes symmetrically arranged on both sides inside the tunnel to the soil layers on both sides of the tunnel, grout and reinforce the soil layers on both sides of the tunnel.

[0042] To achieve the above object, the present invention also provides a tunnel settlement and uplift system for crossing a ground fissure, including:

[0043] An actual uplift construction plan acquisition module, based on a numerical modeling system, establishes an initial tunnel model representing the tunnel with settlement, simulates the settlement process of the tunnel crossing the ground fissure according to the initial tunnel model, and simulates the tunnel uplift construction to determine the actual uplift construction plan;

[0044] An actual construction monitoring module conducts on-site construction and monitoring according to the actual uplift construction plan, including: arranging sensors on the tunnel and deformation joints, constructing a digital twin model, and accessing the sensor data into the digital twin model to monitor the changes of the tunnel and deformation joints during on-site construction;

[0045] Before implementing the grouting to uplift the tunnel, physical and chemical protection is carried out on the deformation joints respectively;

[0046] The actual uplift construction plan is adopted to implement grouting reinforcement and uplift of the tunnel.

[0047] To achieve the above object, the present invention also provides an electronic device, including a processor, a memory, and a computer program stored on the memory and operable on the processor, and when the computer program is executed by the processor, it implements the tunnel settlement and uplift method for crossing the ground fissure as described above.

[0048] To achieve the above object, 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, it implements the tunnel settlement and uplift method for crossing the ground fissure as described above.

[0049] According to the solution of the present invention, the present invention can achieve the following beneficial effects:

[0050] Precise control: Through the investigation and monitoring of the ground fissure, the characteristics of the ground fissure and the tunnel settlement are accurately grasped, providing a scientific basis for the design of the grouting plan.

[0051] Active uplift: By grouting and reinforcing the ground fissure and the surrounding soil, the strength and integrity of the soil are improved, the activity of the ground fissure is inhibited, and the tunnel structure is actively uplifted by the expansion force of the grout body, effectively controlling the tunnel settlement.

[0052] Simple construction: This method has a simple construction process, convenient operation, does not require large-scale mechanical equipment, has a short construction period, and low cost.

[0053] Small environmental impact: This method adopts a controllable grouting technology, the grouting range and the slurry diffusion path are controllable, and the impact on the surrounding environment is small.

[0054] The present invention improves the safety and stability when a tunnel crosses a ground fissure.

[0055] The present invention effectively controls the ground settlement and reduces the impact on the safety of surrounding buildings and residents. BRIEF DESCRIPTION OF THE DRAWINGS

[0056] Figure 1 Schematically showing a flowchart of a method for tunnel settlement and uplift when crossing a ground fissure according to an embodiment of the present invention;

[0057] Figure 2 Showing the plan view of the ground fissure and the tunnel for Example 1;

[0058] Figure 3 Showing the construction process plan view of the actual uplift construction for Example 1. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0059] Now the content of the present invention will be described with reference to exemplary embodiments. It should be understood that the described embodiments are only for enabling those of ordinary skill in the art to better understand and thus implement the content of the present invention, rather than implying any limitation to the scope of the present invention.

[0060] As used herein, the term "comprising" and its variants are to be construed as open-ended terms meaning "including but not limited to". The term "based on" is to be construed as "at least partially based on". The terms "one embodiment" and "an embodiment" are to be construed as "at least one embodiment".

[0061] Figure 1 Schematically showing a flowchart of a method for tunnel settlement and uplift when crossing a ground fissure according to an embodiment of the present invention. As Figure 1 shown, in this embodiment, the method for tunnel settlement and uplift when crossing a ground fissure includes:

[0062] Based on a numerical modeling system, an initial tunnel model representing the tunnel with settlement is established, the settlement process of the tunnel crossing the ground fissure is simulated according to the initial tunnel model, and the tunnel uplift construction is simulated to determine the actual uplift construction plan;

[0063] According to the actual uplift construction plan, on-site construction and monitoring are carried out, including: arranging sensors on the tunnel and the deformation joints, constructing a digital twin model, and connecting the sensor data to the digital twin model for monitoring the changes of the tunnel and the deformation joints during on-site construction;

[0064] Before implementing the grouting to uplift the tunnel, physical and chemical protection is carried out on the deformation joints respectively;

[0065] The actual uplift construction plan is used to implement grouting reinforcement and uplift of the tunnel.

[0066] It should be noted that during the actual construction of the tunnel, deformation joints are usually set circumferentially along the tunnel at the structurally sensitive parts of the tunnel at regular intervals along the tunnel length direction.

[0067] The structurally sensitive parts of the tunnel generally include: geological change areas: such as sections prone to differential settlement like the boundary of soft strata, active fault zones, goaf areas, etc.; structural change areas: such as changes in tunnel cross-section, the junction of open and hidden tunnels; load change areas: such as areas with significant differences in foundation strength and large changes in ground covering thickness.

[0068] Furthermore, according to an embodiment of the present invention, based on the numerical modeling system, an initial tunnel model representing the tunnel with settlement is established, including:

[0069] Based on the numerical modeling system, according to the geological exploration data parameters including the tunnel settlement deformation situation and the characteristics of ground fissures, and the tunnel construction drawing data parameters, a soil layer geometric model and a tunnel geometric model are established;

[0070] Material property parameters are respectively input into the soil layer geometric model and the tunnel geometric model;

[0071] Mesh division is performed on the soil layer geometric model and the tunnel geometric model;

[0072] Gravity loads and soil static boundary conditions are applied to the soil layer geometric model and the tunnel geometric model after mesh division to form the initial tunnel model;

[0073] Among them, the material property parameters include soil density, elastic modulus, porosity ratio, Poisson's ratio, unit weight, internal friction angle, and cohesion.

[0074] Furthermore, according to an embodiment of the present invention, the characteristics of ground fissures include: the location, extension direction, width, depth, and offset characteristics of the ground fissures.

[0075] Furthermore, according to an embodiment of the present invention, the actual lifting construction plan is: based on the soil layer around the micro-piles at the bottom of the tunnel, the deep soil layer at the bottom of the micro-piles, and the soil layers on both sides of the tunnel for reinforcement and lifting.

[0076] Furthermore, according to an embodiment of the present invention, sensors are arranged for the tunnel and deformation joints, including:

[0077] Fiber Bragg grating sensors: arranged along the tunnel lining to monitor the strain change of the tunnel lining;

[0078] Inclinometers: arranged in the settlement section of the tunnel to measure the inclination angle of the settlement section of the tunnel;

[0079] Displacement sensors: arranged at the tunnel crown and the tunnel invert respectively at regular intervals along the tunnel length direction;

[0080] Distributed displacement sensor: It is arranged along the deformation joint to monitor the change of the joint width of the deformation joint in real time.

[0081] Furthermore, according to an embodiment of the present invention, physical and chemical protection is carried out on the deformation joint respectively, including:

[0082] Temporary grout stop steel plates are fixedly installed at a distance of 30 cm from the edge of the deformation joint on both sides of the deformation joint to prevent the grouting slurry from seeping into the deformation joint and damaging the water stop belt;

[0083] Pre-inject polyurethane foam into the deformation joint, which forms an elastic isolation layer after curing to prevent structural stress damage caused by rigid collision of the concrete on both sides of the deformation joint.

[0084] Furthermore, according to an embodiment of the present invention, on-site construction and monitoring are carried out according to the actual lifting construction plan, and it also includes:

[0085] Before implementing grouting to lift the tunnel, grout stop walls are formed by grouting on both sides of the deformation joint to prevent the grouting slurry from entering the deformation joint and making the deformation joint ineffective;

[0086] A stress bar is inserted into the grouting holes at regular intervals on the grout stop wall to increase the strength of the grout stop wall and support the loads on both sides of the deformation joint;

[0087] Inject waterproof materials obliquely between the two grout stop walls to form a waterproof layer. In this embodiment, because the distance between the two grout stop walls is relatively close, oblique injection is easier to operate.

[0088] Furthermore, according to an embodiment of the present invention, the tunnel is grouted and reinforced and lifted by adopting the actual lifting construction plan, including:

[0089] The soil around the micro-piles under the tunnel is grouted and reinforced through the grouting holes symmetrically arranged on both sides inside the tunnel and reaching the soil around the micro-piles under the tunnel, so that the soil around the micro-piles is tightly cemented with the micro-piles, and the grip force of the soil around the piles on the micro-piles is improved.

[0090] Furthermore, according to an embodiment of the present invention, the deep foundation under the tunnel is retrograde grouted and reinforced and lifted through the grouting holes symmetrically arranged on both sides inside the tunnel and reaching the deep sand layer or pebble layer foundation at the bottom of the micro-piles under the tunnel.

[0091] Furthermore, according to an embodiment of the present invention, the soil layers on both sides of the tunnel are grouted and reinforced through the grouting holes symmetrically arranged on both sides inside the tunnel and reaching the soil layers on both sides of the tunnel.

[0092] Further, according to an embodiment of the present invention, the digital twin model is constructed as follows: Based on geological data, ground fissure characteristics (fissure width, extension direction, displacement, and historical activity data), and tunnel structure data (tunnel axis, cross-section dimensions, support structures (lining, anchor bolts, etc.), construction data: actual construction deviation, material parameters (concrete strength, steel bar arrangement), etc.), geological and tunnel modeling is carried out to form a BIM model (digital twin model).

[0093] Digital twin construction:

[0094] 1. Access sensor data (displacement, stress, inclination sensor data, etc.) to the BIM model.

[0095] 2. Real-time update the status of deformation joints and the tunnel deformation.

[0096] 3. Dynamically display the uplift result of the tunnel and the grout diffusion process.

[0097] 4. According to the changes in the model, adjust the grouting parameters in real time until the uplift is completed.

[0098] According to the above solution of the present invention, the present invention can achieve the following beneficial effects:

[0099] Precise control: Through the investigation and monitoring of ground fissures, accurately master the ground fissure characteristics and tunnel settlement conditions, providing a scientific basis for the design of the grouting plan.

[0100] Active uplift: By grouting to reinforce the ground fissures and surrounding soil, improve the soil strength and integrity, inhibit the ground fissure activity, and use the expansion force of the grout body to actively lift the tunnel structure, effectively controlling the tunnel settlement.

[0101] Simple construction: The construction process of this method is simple, easy to operate, does not require large-scale mechanical equipment, has a short construction period, and low cost.

[0102] Small environmental impact: This method uses controllable grouting technology, the grouting range and the grout diffusion path are controllable, and the impact on the surrounding environment is small.

[0103] The present invention improves the safety and stability of the tunnel when crossing the ground fissure.

[0104] The present invention effectively controls the ground surface settlement and reduces the impact on the safety of surrounding buildings and residents.

[0105] Further, to achieve the above object, the present invention also provides a tunnel settlement and uplift system for crossing the ground fissure, including:

[0106] Actual lifting construction plan acquisition module, based on the numerical modeling system, establishes an initial tunnel model representing the tunnel with settlement, simulates the settlement process of the tunnel crossing the ground fissure according to the initial tunnel model, and simulates the tunnel lifting construction to determine the actual lifting construction plan;

[0107] Actual construction monitoring module, conducts on-site construction and monitoring according to the actual lifting construction plan, including: arranging sensors on the tunnel and deformation joints, constructing a digital twin model, and connecting the sensor data to the digital twin model to monitor the changes of the tunnel and deformation joints during on-site construction;

[0108] Before implementing grouting to lift the tunnel, physically and chemically protect the deformation joints respectively;

[0109] Implement grouting reinforcement and lifting of the tunnel using the actual lifting construction plan.

[0110] The tunnel settlement and lifting system for crossing the ground fissure according to the present invention can implement the above-mentioned tunnel settlement and lifting method for crossing the ground fissure. The specific process steps are as described above and will not be elaborated here.

[0111] Furthermore, to achieve the above object, the present invention also provides an electronic device, including a processor, a memory, and a computer program stored on the memory and executable on the processor. When the computer program is executed by the processor, it implements the above-mentioned tunnel settlement and lifting method for crossing the ground fissure.

[0112] Furthermore, to achieve the above object, the present invention also provides a computer-readable storage medium with a computer program stored thereon. When the computer program is executed by the processor, it implements the above-mentioned tunnel settlement and lifting method for crossing the ground fissure.

[0113] To make the purpose, technical solution and advantages of the present invention clearer, the present invention will be further described in detail below with reference to the drawings and embodiments. It should be understood that the specific embodiments described here are only the best embodiments of the present invention, only used to explain the present invention, and do not limit the protection scope of the present invention. All other embodiments obtained by those of ordinary skill in the art without creative work fall within the protection scope of the present invention.

[0114] Example 1

[0115] A subway project, approximately 200 meters long, intersects ground fissures. The tunnel floor is buried at depths of approximately 13.5 to 19.8 meters, and the top is buried at depths of approximately 6.5 to 12.8 meters. The stratigraphic characteristics are shown in Table 1 below. From top to bottom, the structure consists of miscellaneous fill (maximum thickness approximately 10 meters), plain fill, new loess (above water), paleosol (above water), old loess (above water), interbedded layers of paleosol and old loess, silty clay, and sand and gravel. The tunnel floor is located within the new loess / paleosol / old loess layers (which are prone to collapsing under self-weight).

[0116] Table 1:

[0117]

[0118] After the tunnel construction was completed, the construction unit measured the section tunnel and found that the section tunnel had settled, with the maximum cumulative settlement deformation of 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.

[0119] The tunnel in this section intersects obliquely with the ground fissure. In the tunnel section passing through the ground fissure, a total of four deformation joints are set. Figure 2 .

[0120] Potential subway hazards caused by ground fissure activity include deformation, cracking, or damage to tunnel linings, deformation and damage to trackbeds and tracks, and water leakage in subway tunnels. Ground fissures that directly intersect subway lines can cause structural damage, leading to severe consequences and potentially serious consequences.

[0121] To solve the above technical problems, this embodiment proposes a method for raising the settlement of a tunnel passing through a ground fissure, comprising:

[0122] Step 1: Measure the settlement of the tunnel passing through the ground fissure, measure the geological conditions at the tunnel location, collect the tunnel design drawings, and investigate and monitor the ground fissures: use 3D geological radar and distributed fiber optic sensing technology, drilling exploration and other means to identify the location, direction, width, depth and other characteristics of the ground fissures, and deploy monitoring points to monitor the activity of the ground fissures and the settlement and deformation of the tunnel in real time.

[0123] Step 2: Numerical simulation analysis: Establish a numerical model of tunnel-soil interaction and simulate the settlement process of a tunnel passing through a ground fissure. Analyze the causes and influencing factors of the settlement and simulate the tunnel lifting construction method to prepare for actual construction.

[0124] Step 3: Determine the actual construction plan based on the numerical simulation results.

[0125] Step 4: On-site construction and monitoring:

[0126] 1. Monitoring arrangement:

[0127] Fiber Bragg grating sensors: Arranged along the tunnel lining to monitor strain changes (accuracy ±1με);

[0128] Inclinometers: Installed at key points in the tunnel settlement section to measure the inclination angle (resolution 0.001°);

[0129] Displacement sensors: Arranged at the crown and invert of the tunnel at certain intervals along the tunnel length, and the specific arrangement should be adjusted according to the actual site conditions;

[0130] Distributed displacement sensors: Arranged along the deformation joints to monitor the width changes of the deformation joints in real time.

[0131] Data transmission:

[0132] The data obtained by the sensors (Fiber Bragg grating sensors, inclinometers, displacement sensors) is transmitted to the computer.

[0133] 2. Protective measures for deformation joints before grouting:

[0134] (1) Strengthening the sealing inside the joints:

[0135] Physical isolation: Before grouting, temporary grout-stop steel plates (thickness ≥5mm) need to be installed on both sides of the deformation joints and fixed 30cm away from the joint edge to prevent the grout from seeping into the deformation joints and damaging the waterstop.

[0136] Chemical plugging: Pre-inject polyurethane foam into the joints, and the filling rate should reach over 90%. After curing, an elastic isolation layer is formed.

[0137] (2) For the areas with deformation joints, grout-stop walls are formed by grouting on both sides of the corresponding deformation joints. A stress bar is inserted into each grouting hole at certain intervals in the grout-stop walls. The purpose is to prevent the grout from entering the deformation joints and rendering the deformation joints ineffective during the subsequent grouting process. The purpose of inserting the steel bars is to support the loads on both sides of the deformation joints and prevent secondary settlement from occurring subsequently.

[0138] (3) Between the two grout-stop walls, waterproof materials are injected obliquely to form a waterproof layer.

[0139] 3. Construction operations (the construction operation process is as Figure 3 shown):

[0140] (1) Arrangement of grouting holes: According to the characteristics of the ground fissures and the tunnel structure form, grouting holes are arranged inside the tunnel, and the depth of the grouting holes should be reasonably set according to the ground fissure conditions and geological conditions.

[0141] Arrangement and depth of reinforcement holes: Holes are arranged inside the tunnel. Three rows of hole positions are arranged in the section with ground fissure prevention, with a row spacing of 2.5m and a longitudinal spacing of 5.0m, arranged in a plum blossom pattern;

[0142] One row of vertical holes in the middle, with a drilling depth of about 22.9 m (starting from the elevation of the tunnel track slab and entering the bottom boundary of self-weight collapsibility by no less than 2.0 m). One row of vertical holes is arranged on each side of the hole position, with a hole depth of about 23.7 m; three rows of inclined holes, with drilling angles and depths of 8°, 24.0 m, 30°, 9.0 m, and 77°, 4.6 m respectively; the actual hole positions, hole numbers, and hole depths need to be adjusted according to the actual site conditions.

[0143] Lifting holes: The original reinforcement holes are used for lifting in the areas with large settlement of the tunnel. The hole positions of the lifting holes can be appropriately densified according to the actual site conditions (the hole positions should be adjusted according to the actual site conditions).

[0144] Selection of grouting materials: Select a grouting material with good fluidity, controllable setting time, and high strength - high-aluminum iron special composite slurry.

[0145] Pressure control: According to the grouting depth, formation conditions, and the stress conditions of the tunnel structure, reasonably control the grouting pressure to avoid damage to the tunnel structure caused by excessive grouting pressure.

[0146] (2) Stage of soil reinforcement around piles;

[0147] Mainly reinforce and strengthen the soil around the micro-piles under the tunnel, so that the soil around the piles is tightly cemented with the micro-piles, and the grip force of the soil around the piles on the micro-piles is improved; the purpose is to stop settlement, reinforce and protect the pile foundation by the soil around the piles, and ensure the uniformity of the lifting effect, avoid potential hazards such as secondary cracking of the tunnel caused by excessive local lifting amount, 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, the next section of grouting is carried out after the slurry begins to set.

[0148] (3) Deep retraction and lifting stage;

[0149] After the end of the first stage, continue to drill down to the medium sand layer or cobble layer to reinforce the deep foundation. Adopt the backstepping and layered reinforcement process. During the process of layered retraction, along with the continuous solidification of the soil layer, during the process of the foundation soil from filling to compaction, with the increase of pressure and density, a lifting force is formed, so that the tunnel reaches the effect of uniform lifting; at this time, the characteristics of the slurry are as follows: large viscosity coefficient, poor fluidity, and short gelation time.

[0150] (4) Reinforcement and strengthening of the soil on both sides of the tunnel;

[0151] 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 and strengthen a certain range in the middle and lower parts on both sides of the tunnel, and semi-surrounding solidified bodies are formed in the middle and lower parts on both sides of the tunnel to ensure the overall stability of the tunnel.

[0152] Monitoring situation: Through fiber Bragg grating sensors, inclinometers, and displacement sensors buried in the tunnel structure, the uplift amount and structural stress are monitored in real time, and the grouting parameters (pressure, flow rate, slurry ratio) are dynamically adjusted with the help of the changes in the digital twin model.

[0153] In this embodiment, the digital twin model is a three-dimensional digital twin model of the tunnel - ground fissure - grouting system, which visually displays the uplift situation and structural response of each point during the grouting uplift of the tunnel in real time.

[0154] In this embodiment, the digital twin model is constructed based on geological data, ground fissure characteristics (fissure width, extension direction, offset amount, and historical activity data), and tunnel structure data (tunnel axis, cross-sectional dimensions, support structures (lining, bolts, etc.), construction data: actual construction deviation, material parameters (concrete strength, steel bar arrangement), etc.). Geological and tunnel modeling is carried out to form a BIM model.

[0155] Digital twin construction:

[0156] 1. Connect sensor data (displacement, stress, inclinometer sensor data, etc.) to the BIM model.

[0157] 2. Update the deformation joint status and tunnel deformation amount in real time.

[0158] 3. Dynamically display the uplift result of the tunnel and the grouting slurry diffusion process.

[0159] 4. Adjust the grouting parameters in real time according to the changes in the model until the uplift is completed.

[0160] Uplift principle: Construction is carried out based on the monitoring data of the digital twin model. During the uplift process, multiple devices are used to carry out flow operation simultaneously. The uplift is carried out in sequence from the part with a large settlement value to the part with a small settlement value. During the uplift process, the digital twin model monitors the uplift data in real time;

[0161] Since the overburden above the tunnel is large, to control the tunnel structure deformation, reduce the uplift rate, and control the uplift height, the maximum daily uplift height is controlled between 2 mm and 5 mm.

[0162] Effect detection: After the grouting is completed, drilling and coring, acoustic wave detection and other means are used to detect the grouting effect to ensure that the grouting body is dense, continuous, and tightly combined with the surrounding soil.

[0163] Those of ordinary skill in the art will realize that the modules and algorithm steps described in connection with the embodiments disclosed herein can be implemented in electronic hardware, or in a combination of computer software and electronic hardware. Whether these functions are executed in hardware or software depends on the specific application and design constraints of the technical solution. A professional technician can use different methods to implement the described functions for each specific application, but such implementation should not be considered to exceed the scope of the present invention.

[0164] 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 foregoing method embodiments, and will not be described herein again.

[0165] 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 merely illustrative. For example, the division of the modules is only a logical function division. In actual implementation, there may be other division methods. For example, 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 displayed or discussed couplings or direct couplings or communication connections to each other can be through some interfaces. The indirect couplings or communication connections of the devices or modules can be in electrical, mechanical or other forms.

[0166] 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 can be located in one place, or distributed to multiple network modules. Some or all of the modules can be selected according to actual needs to achieve the purpose of the solution of the embodiments of the present invention.

[0167] In addition, the various functional modules in the embodiments of the present invention can be integrated in one processing module, or each module can exist physically alone, or two or more modules can be integrated in one module.

[0168] When the above 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, in essence, or the part that contributes to the prior art, or a part of this technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions for causing a computer device (which may be a personal computer, a server, or a network device, etc.) to execute all or part of the steps of the method for sending / receiving energy-saving signals in various embodiments of the present invention. The foregoing storage medium includes: various media such as USB flash drives, mobile hard disks, ROM, RAM, magnetic disks, or optical discs that can store program codes.

[0169] The above description is only the preferred embodiment of this application and an explanation of the applied technical principles. Those skilled in the art should understand that the scope of the invention involved in this application is not limited to the technical solution formed by the specific combination of the above technical features, and 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 technical solution formed by mutually replacing the above features with the technical features (but not limited to) disclosed in this application that have similar functions.

[0170] It should be understood that the magnitudes of the sequence numbers of the steps in the content and embodiments of the present invention do not absolutely mean the sequence of execution. The execution sequence of each process should be determined by its function and internal logic, and should not constitute any limitation to the implementation process of the embodiments of the present invention.

Claims

1. Method for tunnel settlement and uplift across ground fissures, characterized in that, Including: Based on a numerical modeling system, an initial tunnel model representing the tunnel with settlement is established. According to the initial tunnel model, the settlement process of the tunnel crossing the ground fissure is simulated, and the tunnel jacking construction is simulated to determine the actual jacking construction plan; Carry out on-site construction and monitoring according to the actual jacking construction plan, including: Install sensors on the tunnel and deformation joints, construct a digital twin model, and connect the sensor data to the digital twin model to monitor the changes of the tunnel and deformation joints during on-site construction; Before implementing the grouting to jack up the tunnel, carry out physical and chemical protection on the deformation joints respectively; Use the actual jacking construction plan to implement grouting reinforcement and jacking of the tunnel; The installation of sensors on the tunnel and deformation joints includes: Fiber Bragg grating sensors: Arranged along the tunnel lining to monitor the strain change of the tunnel lining; Inclinometers: Installed in the settlement section of the tunnel to measure the inclination angle of the settlement section of the tunnel; Displacement sensors: Arranged at the crown and invert of the tunnel respectively at intervals along the tunnel length direction; Distributed displacement sensors: Arranged along the deformation joint to monitor the change of the joint width of the deformation joint in real time; The physical and chemical protection of the deformation joints respectively includes: Fix and install temporary grout-stop steel plates at a distance of 30 cm from the edge of the deformation joint on both sides of the deformation joint to prevent the grouting slurry from infiltrating into the deformation joint and damaging the water-stop belt; Pre-inject polyurethane foam into the deformation joint, which forms an elastic isolation layer after curing to prevent structural stress damage caused by rigid collision of the concrete on both sides of the deformation joint; Carrying out on-site construction and monitoring according to the actual jacking construction plan also includes: Before implementing the grouting to jack up the tunnel, grout on both sides of the deformation joint to form grout-stop walls to prevent the grouting slurry from entering the deformation joint and making the deformation joint ineffective; Insert a stress bar into the grouting holes at intervals on the grout-stop wall to increase the strength of the grout-stop wall and support the loads on both sides of the deformation joint; Inclined injection of waterproof materials between the two grout-stop walls to form a waterproof layer; The actual jacking construction plan is: Reinforce and jack up based on the soil layer around the micro-piles at the bottom of the tunnel, the deep soil layer at the bottom of the micro-piles, and the soil layers on both sides of the tunnel; Using the actual jacking construction plan to implement grouting reinforcement and jacking of the tunnel includes: Through the grouting holes symmetrically arranged on both sides inside the tunnel to the soil around the micro-piles under the tunnel, grout and reinforce the soil around the micro-piles under the tunnel, so that the soil around the micro-piles is tightly cemented with the micro-piles, and the grip force of the soil around the piles on the micro-piles is improved; Through the grouting holes symmetrically arranged on both sides inside the tunnel to the deep sand layer or pebble layer foundation at the bottom of the micro-piles under the tunnel, carry out backfill grouting reinforcement and jacking of the deep foundation under the tunnel; Through the grouting holes symmetrically arranged on both sides inside the tunnel to the soil layers on both sides of the tunnel, grout and reinforce the soil layers on both sides of the tunnel.

2. The method for tunnel settlement and uplift across a ground fissure according to claim 1, characterized in that, The establishment of the initial tunnel model representing the tunnel with settlement based on the numerical modeling system includes: Based on the numerical modeling system, according to the geological exploration data parameters including the tunnel settlement deformation situation and the ground fissure characteristics, and the tunnel construction drawing data parameters, establish a soil layer geometric model and a tunnel geometric model; Input material property parameters into the soil layer geometric model and the tunnel geometric model respectively; Perform mesh division on the soil layer geometric model and the tunnel geometric model; Apply gravity loads and soil static boundary conditions to the meshed soil layer geometric model and tunnel geometric model to form an initial tunnel model; Among them, the material property parameters include soil density, elastic modulus, void ratio, Poisson's ratio, unit weight, internal friction angle, and cohesion.

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

4. Tunnel settlement and uplift system crossing ground fissures, characterized in that, Including: An actual lifting construction plan acquisition module, based on the numerical modeling system, establishes an initial tunnel model representing the tunnel with settlement, simulates the settlement process of the tunnel crossing the ground fissure according to the initial tunnel model, and simulates the tunnel lifting construction to determine the actual lifting construction plan; An actual construction monitoring module, conducts on-site construction and monitoring according to the actual lifting construction plan, including: Install sensors on the tunnel and deformation joints, construct a digital twin model, and connect the sensor data to the digital twin model to monitor the changes of the tunnel and deformation joints during on-site construction; Before implementing grouting to lift the tunnel, physically and chemically protect the deformation joints respectively; Adopt the actual lifting construction plan to implement grouting reinforcement and lifting of the tunnel; The installation of sensors on the tunnel and deformation joints includes: Fiber Bragg grating sensors: Arranged along the tunnel lining to monitor the strain change of the tunnel lining; Inclinometers: Installed in the settlement section of the tunnel to measure the inclination angle of the settlement section of the tunnel; Displacement sensors: Arranged at the crown and invert of the tunnel at intervals along the tunnel length direction; Distributed displacement sensors: Arranged along the deformation joint to monitor the width change of the deformation joint in real time; The physical and chemical protection of the deformation joints respectively includes: Fix and install temporary grout stop steel plates at a distance of 30 cm from the edge of the deformation joint on both sides of the deformation joint to prevent grouting slurry from infiltrating into the deformation joint and damaging the water stop belt; Pre-inject polyurethane foam into the deformation joint, which forms an elastic isolation layer after curing to prevent structural stress damage caused by rigid collision of the concrete on both sides of the deformation joint; Conducting on-site construction and monitoring according to the actual lifting construction plan also includes: Before implementing grouting to lift the tunnel, grout on both sides of the deformation joint to form a grout stop wall to prevent grouting slurry from entering the deformation joint and causing the deformation joint to fail; Insert a stress bar into the grouting holes at intervals on the grout stop wall to increase the strength of the grout stop wall and support the loads on both sides of the deformation joint; Inclined injection of waterproof materials between the two grout stop walls to form a waterproof layer; The actual lifting construction plan is: Reinforce and lift based on the soil layer around the micro-piles at the bottom of the tunnel, the deep soil layer at the bottom of the micro-piles, and the soil layers on both sides of the tunnel; Adopting the actual lifting construction plan to implement grouting reinforcement and lifting of the tunnel includes: Grout and reinforce the soil around the micro-piles under the tunnel through the grouting holes symmetrically arranged on both sides inside the tunnel to the soil around the micro-piles under the tunnel, so that the soil around the micro-piles is tightly cemented with the micro-piles, and improve the grip force of the soil around the piles on the micro-piles; Carry out retreat grouting reinforcement and lifting of the deep foundation under the tunnel through the grouting holes symmetrically arranged on both sides inside the tunnel to the deep sand layer or pebble layer foundation at the bottom of the micro-piles under the tunnel; Grout and reinforce the soil layers on both sides of the tunnel through the grouting holes symmetrically arranged on both sides inside the tunnel to the soil layers on both sides of the tunnel.

5. An electronic device, characterized in that, It includes a processor, a memory, and a computer program stored on the memory and executable on the processor. When the computer program is executed by the processor, it implements the method for tunnel settlement and uplift across a ground fissure according to any one of claims 1 to 3.

6. A computer-readable storage medium, characterized in that, A computer program is stored on the computer-readable storage medium. When the computer program is executed by a processor, it implements the method for tunnel settlement and uplift across a ground fissure according to any one of claims 1 to 3.

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