Tunnel settlement lifting method and system based on numerical simulation
Through numerical simulation, the tunnel settlement model is established, the lifting scheme is optimized and real-time monitoring is carried out, which solves the problems of inaccurate prediction and high cost in traditional methods, and achieves high-precision, low-cost and safe tunnel settlement management.
Patent Information
- Application Number
- CN202510459065.0
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-04-14
- Publication Date
- 2025-07-18
Smart Images
Figure CN120337371A_ABST
Abstract
Description
Technical Field
[0001] The present invention relates to the technical field of tunnel engineering, and particularly relates to a tunnel settlement and uplift method and system based on numerical simulation. Background Art
[0002] With the continuous acceleration of the urbanization process, the development and utilization of underground space has 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, and the problem of tunnel settlement is particularly prominent.
[0003] Tunnel settlement refers to the downward displacement phenomenon of the tunnel structure during construction or operation due to external factors or its own reasons. The causes of tunnel settlement are complex and diverse, mainly including the following aspects: First, geological conditions are important factors affecting tunnel settlement. Poor geological conditions such as soft soil layers, fault fracture zones, and groundwater level changes will significantly increase the risk of tunnel settlement. Second, the disturbance during the construction process cannot be ignored. Tunnel excavation will destroy the stress balance of the original stratum, resulting in deformation and settlement of the surrounding soil. In addition, external factors such as train vibration, groundwater seepage, and surrounding construction activities during tunnel operation may also induce or exacerbate tunnel settlement.
[0004] Tunnel settlement will not only affect the normal use function of the tunnel, such as causing problems such as uneven tracks, but may also endanger the safety of the tunnel structure, and even cause catastrophic accidents such as collapses in severe cases. Therefore, timely and effective treatment of tunnel settlement is of great significance for ensuring tunnel operation safety and extending service life. Traditional tunnel uplift methods mainly rely on engineering experience judgment and on-site tests. Although they can solve problems to a certain extent, they also have obvious limitations. First, experience judgment often lacks scientific basis and is difficult to accurately predict the development trend of tunnel settlement and uplift effect, resulting in a lack of pertinence in the treatment plan. Second, on-site tests are costly, time-consuming, and may interfere with the normal operation of the tunnel. In addition, traditional methods lack in-depth analysis of the tunnel-soil interaction mechanism and are difficult to achieve refined treatment. Summary of the Invention
[0005] The purpose of the present invention is to solve at least one technical problem in the background art, and provide a tunnel settlement and uplift method and system based on numerical simulation.
[0006] To achieve the above purpose, the present invention provides a tunnel settlement and uplift method based on numerical simulation, including: Based on a numerical modeling system, establish an initial tunnel model representing the tunnel with settlement, and obtain the initial settlement displacement of the tunnel according to the initial tunnel model; Compare the initial settlement displacement with the actually surveyed settlement displacement of the project. Based on the comparison results, analyze and adjust the initial tunnel model until the initial settlement displacement obtained from the initial tunnel model is the same as the actual displacement of the project, and obtain the optimized tunnel model; Design different tunnel lifting schemes based on the optimized tunnel model, and perform simulated lifting according to different tunnel lifting schemes to obtain the lifting results; Compare the lifting results, and determine the optimal lifting scheme according to the comparison results; Carry out on-site lifting construction according to the optimal lifting scheme, and monitor the deformation and stress changes of the tunnel in real time. Then, adjust the grouting parameters of the optimal lifting scheme in real time according to the real-time monitoring results until the lifting is completed.
[0007] According to one aspect of the present invention, the establishment of the initial tunnel model representing the tunnel with settlement includes: Based on the numerical modeling system, establish a soil layer geometric model and a tunnel geometric model according to the geological exploration data parameters and the tunnel construction drawing data parameters; Input the 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 soil layer geometric model and the tunnel geometric model after mesh division to form the initial tunnel model; Among them, the material property parameters include soil density, elastic modulus, porosity, Poisson's ratio, unit weight, internal friction angle and cohesion.
[0008] According to one aspect of the present invention, the boundary of the soil layer geometric model is larger than the boundary of the tunnel geometric model.
[0009] According to one aspect of the present invention, the tunnel lifting scheme includes: The first tunnel lifting scheme: Reinforce and lift the soil layer within the range of the micropiles under the tunnel foundation and on both sides of the tunnel; The second tunnel lifting scheme: 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 layer on both sides of the tunnel.
[0010] According to one aspect of the present invention, the reinforcement and lifting based on the soil layer within the range of the micropiles under the tunnel foundation and on both sides of the tunnel includes: Based on the optimized tunnel model, adjust the shallow foundation parameters under the tunnel floor slab to simulate the reinforcement of the shallow foundation; On the basis of the shallow foundation reinforcement, adjust the deep foundation parameters under the tunnel floor slab to simulate the reinforcement of the deep foundation; On the basis of deep foundation reinforcement, the intermediate layer foundation between the deep foundation and the shallow foundation is divided into multiple lifting areas, and corresponding simulated lifting is carried out according to the settlement displacement of each area to realize the simulated lifting of the tunnel. After the tunnel is lifted, the soil layers on both sides of the tunnel are grouted and reinforced.
[0011] According to one aspect of the present invention, the reinforcement and lifting 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 includes: Based on the optimized tunnel model, the parameters of the soil layer around the micro-piles at the bottom of the tunnel are adjusted to simulate the reinforcement of the soil layer around the piles. On the basis of the reinforcement of the soil layer around the piles, the deep soil layer at the bottom of the soil layer around the piles is divided into multiple lifting areas, and corresponding simulated lifting is carried out according to the settlement displacement of each area to realize the simulated lifting of the tunnel. After the tunnel is lifted, the soil layers on both sides of the tunnel are grouted and reinforced.
[0012] According to one aspect of the present invention, the comparison of the lifting results and the determination of the optimal lifting scheme according to the comparison results includes: Compare the lifting displacement and the tunnel stress after the tunnel is lifted and reinforced by the first tunnel lifting scheme and the second tunnel lifting scheme, and determine the lifting scheme with a smoother lifting displacement and the tunnel stress within the threshold range as the optimal lifting scheme. Among them, the lifting displacement is composed of the connection of the lifting values monitored by multiple monitoring points arranged on the tunnel. The tunnel stress includes the maximum bending moment suffered by the tunnel.
[0013] To achieve the above object, the present invention also provides a tunnel settlement and lifting system based on numerical simulation, including: An initial settlement displacement acquisition module, based on a numerical modeling system, establishes an initial tunnel model representing the tunnel with settlement, and obtains the initial settlement displacement of the tunnel according to the initial tunnel model. A model optimization module compares the initial settlement displacement with the actually surveyed engineering settlement displacement, analyzes according to the comparison results, and adjusts the initial tunnel model until the initial settlement displacement obtained from the initial tunnel model is similar to or the same as the engineering actual displacement, and an optimized tunnel model is obtained. A lifting scheme and lifting result acquisition module designs different tunnel lifting schemes based on the optimized tunnel model, performs simulated lifting according to different tunnel lifting schemes, and obtains each lifting result. An optimal lifting scheme determination module compares each lifting result and determines the optimal lifting scheme according to the comparison results. The lifting construction monitoring module performs on-site lifting construction according to the optimal lifting plan, and monitors the deformation and stress changes of the tunnel in real time. Then, according to the real-time monitoring results, the grouting parameters of the optimal lifting plan are adjusted in real time until the lifting is completed.
[0014] 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 tunnel settlement and lifting method based on numerical simulation as described above.
[0015] To achieve the above object, 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, it implements the tunnel settlement and lifting method based on numerical simulation as described above.
[0016] According to the solution of the present invention, by establishing a numerical model of the tunnel-soil interaction, the tunnel settlement process can be simulated, the settlement causes and influencing factors can be analyzed, and a theoretical basis can be provided for formulating a scientific and reasonable lifting plan. Compared with traditional methods, the tunnel settlement and lifting method based on numerical simulation has the following advantages: High precision: Numerical simulation can consider factors such as complex geological conditions, tunnel structure, and external loads, and more accurately predict the tunnel settlement trend and lifting effect.
[0017] Low cost: Reduce the number of on-site tests and lower the construction cost.
[0018] Short cycle: Through numerical simulation, the optimal lifting plan can be optimized and selected, effectively shortening the construction cycle.
[0019] High safety: Monitor the tunnel deformation and stress changes in real time to ensure construction safety. Description of the Drawings
[0020] Figure 1 Schematically showing the flow chart of the tunnel settlement and lifting method based on numerical simulation according to an embodiment of the present invention; Figure 2 Numerical model diagram of the tunnel-soil interaction for Example 1; Figure 3 Lifting schematic diagram of the first lifting plan for Example 1; Figure 4 Lifting schematic diagram of the second lifting plan for Example 1; Figure 5 Lifting comparison diagram of the numerical simulation settlement and two lifting plans for Example 1; Figure 6 Moment monitoring diagram of the second tunnel lifting plan for Example 1. Detailed Implementation Manner
[0021] The content of the present invention will now 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.
[0022] 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".
[0023] Figure 1 Schematically shows a flowchart of a numerical simulation-based tunnel settlement and uplift method according to an embodiment of the present invention. As Figure 1 shown, in this embodiment, the numerical simulation-based tunnel settlement and uplift method includes: Based on a numerical modeling system, establish an initial tunnel model representing the tunnel with settlement, and obtain the initial settlement displacement of the tunnel according to the initial tunnel model; Compare the initial settlement displacement with the actually surveyed engineering settlement displacement, and analyze according to the comparison result to adjust the initial tunnel model until the initial settlement displacement obtained from the initial tunnel model is similar to or the same as the actual engineering displacement, thereby obtaining an optimized tunnel model; Based on the optimized tunnel model, design different tunnel uplift schemes, perform simulated uplift according to different tunnel uplift schemes, and obtain each uplift result; Compare each uplift result, and determine the optimal uplift scheme according to the comparison result; Perform on-site uplift construction according to the optimal uplift scheme, and monitor the deformation and stress changes of the tunnel in real time, and then adjust the grouting parameters of the optimal uplift scheme in real time according to the real-time monitoring results until the uplift is completed.
[0024] Further, according to an embodiment of the present invention, establishing an initial tunnel model representing the tunnel with settlement includes: Based on a numerical modeling system, establish a soil layer geometric model and a tunnel geometric model according to the geological exploration data parameters and tunnel construction drawing data parameters; 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 soil layer geometric model and the tunnel geometric model after mesh division 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.
[0025] In this embodiment, based on geological exploration data, tunnel construction drawings and other data, a soil layer geometric model and a tunnel geometric model are established, and the material property parameters are input, and loads and boundary conditions are added to form the above initial tunnel model. After the initial tunnel model is calculated, the initial tunnel model includes stress diagrams, strain diagrams, settlement deformation diagrams, moment diagrams, shear force diagrams, etc. The initial settlement displacement of the above tunnel can be obtained from the settlement deformation diagram. The following content related to the settlement displacement can also be obtained from the corresponding settlement deformation diagram in the model, and the relevant content will not be elaborated.
[0026] Furthermore, according to an embodiment of the present invention, the boundary of the soil layer geometric model is larger than the boundary of the tunnel geometric model. With such a setting, the influence of the boundary conditions of the soil layer geometric model on the simulation of the uplift process (such as simulating grouting uplift through the expansion coefficient) is reduced.
[0027] In this embodiment, the geological exploration data includes a soil layer profile diagram and a foundation design parameter table, and the soil layer geometric model is constructed using the soil layer profile diagram and the foundation design parameter table. That is, the actual soil layer profile parameters are used when establishing the soil layer geometric model. With such a setting, the settlement situation of the stratum can be more realistically reflected, and the uneven settlement displacement of the building can be more accurately simulated.
[0028] Furthermore, according to an embodiment of the present invention, the tunnel uplift plan includes: The first tunnel uplift plan: Reinforce and uplift the soil layer within the range of the micro-piles under the tunnel foundation and on both sides of the tunnel; The second tunnel uplift plan: Reinforce and uplift 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 layer on both sides of the tunnel. With such a setting, multiple uplift plans can be selected to safely and reliably uplift the tunnel settlement, ensuring that different uplift plans can be selected based on different construction conditions, making the tunnel uplift optional, and ensuring better uplift effects and higher uplift efficiency for the tunnel uplift completed under different construction conditions.
[0029] Furthermore, according to an embodiment of the present invention, reinforcing and uplifting the soil layer within the range of the micro-piles under the tunnel foundation and on both sides of the tunnel includes: Based on the optimized tunnel model, adjust the parameters of the shallow foundation under the tunnel floor to simulate the reinforcement of the shallow foundation; On the basis of the shallow foundation reinforcement, adjust the parameters of the deep foundation under the tunnel floor to simulate the reinforcement of the deep foundation; On the basis of deep foundation reinforcement, the intermediate layer foundation between the deep foundation and the shallow foundation is divided into multiple lifting areas, and corresponding simulated lifting is carried out according to the settlement displacement of each area to realize the simulated lifting of the tunnel; After the tunnel is lifted, the soil layers on both sides of the tunnel are grouted for reinforcement.
[0030] In this embodiment, on the basis of optimizing the tunnel model, the elastic modulus of the soil layer of the shallow foundation is increased and the void ratio is reduced to achieve the purpose of reinforcing the shallow foundation. By setting like this, through the reinforcement of the shallow foundation, the strength and stiffness of this area can be improved, the force of the tunnel bottom slab can be coordinated, the uniformity of the lifting effect can be ensured, the hidden danger of secondary damage to the tunnel caused by excessive local lifting amount can be avoided, and the lifting effect can be better guaranteed.
[0031] In this embodiment, on the basis of the reinforcement of the shallow foundation, the elastic modulus of the soil layer of the deep foundation is increased and the void ratio is reduced to achieve the purpose of reinforcing the deep foundation. By setting like this, through the reinforcement of the deep foundation, a bearing layer with sufficient bearing capacity within a certain range and thickness can be formed, providing a good support point for the lifting of the intermediate lifting layer.
[0032] In this embodiment, the action of the grouting pressure can be simulated according to different volume expansion coefficients to realize volume expansion and extrude the overlying soil layer above to achieve the purpose of lifting the overlying tunnel. Moreover, the consistency between the simulated tunnel lifting effect and the lifting effect of the actual engineering sub-region grouting and lifting tunnel is ensured. By continuously adjusting the volume expansion coefficient, the effect of finally lifting the tunnel and completing the deviation correction is achieved.
[0033] Further, according to an embodiment of the present invention, reinforcement and lifting are carried out 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, including: Based on the optimized tunnel model, the parameters of the soil layer around the micro-piles at the bottom of the tunnel are adjusted to simulate the reinforcement of the soil layer around the piles; On the basis of the reinforcement of the soil layer around the piles, the deep soil layer at the bottom of the soil layer around the piles is divided into multiple lifting areas, and corresponding simulated lifting is carried out according to the settlement displacement of each area to realize the simulated lifting of the tunnel; After the tunnel is lifted, the soil layers on both sides of the tunnel are grouted for reinforcement.
[0034] In this embodiment, on the basis of optimizing the tunnel model, the elastic modulus of the soil layer around the micro-piles at the bottom of the tunnel is increased and the void ratio is reduced to achieve the purpose of reinforcing the soil layer around the piles. By setting like this, through the reinforcement of the soil layer around the piles, the strength and stiffness of this area can be improved, the force of the micro-piles at the bottom of the tunnel and the soil around the piles can be coordinated, the uniformity of the lifting effect can be ensured, the hidden danger of secondary damage to the tunnel caused by excessive local lifting amount can be avoided, and the lifting effect can be better guaranteed.
[0035] In this embodiment, the effect of grouting pressure can be simulated according to different volume expansion coefficients, so as to achieve volume expansion and extrude the overlying soil layer, and achieve the purpose of lifting the overlying tunnel. Moreover, the consistency between the simulated tunnel lifting effect and the lifting effect of the actual engineering sub-region grouting to lift the tunnel is ensured. By continuously adjusting the volume expansion coefficient, the tunnel is finally lifted to complete the deviation correction effect.
[0036] Further, according to an embodiment of the present invention, by comparing the lifting results, the optimal lifting scheme is determined according to the comparison results, including: Compare the lifting displacement and the tunnel force after the tunnel is lifted and reinforced by the first tunnel lifting scheme and the second tunnel lifting scheme, and determine the lifting scheme with a smoother lifting displacement and the tunnel force within the threshold range as the optimal lifting scheme; Among them, the lifting displacement is formed by connecting the lifting values monitored by multiple monitoring points arranged on the tunnel; The tunnel force includes the maximum bending moment borne by the tunnel. By setting like this, the obtained optimal lifting scheme can have a better lifting effect on the basis of ensuring the safety and reliability of the tunnel force.
[0037] According to the above scheme of the present invention, by establishing a numerical model of the tunnel-soil interaction, the tunnel settlement process can be simulated, the settlement causes and influencing factors can be analyzed, and a theoretical basis can be provided for formulating a scientific and reasonable lifting scheme. Compared with the traditional method, the tunnel settlement and lifting method based on numerical simulation has the following advantages: High precision: Numerical simulation can consider factors such as complex geological conditions, tunnel structure and external loads, and more accurately predict the tunnel settlement trend and lifting effect.
[0038] Low cost: Reduce the number of on-site tests and lower the construction cost.
[0039] Short cycle: Through numerical simulation, the optimal lifting scheme can be optimized and selected, effectively shortening the construction cycle.
[0040] High safety: Real-time monitor the tunnel deformation and stress changes to ensure construction safety.
[0041] Further, to achieve the above purpose, the present invention also provides a tunnel settlement and lifting system based on numerical simulation, including: An initial settlement displacement acquisition module, based on a numerical modeling system, establishes an initial tunnel model representing the tunnel with settlement, and obtains the initial settlement displacement of the tunnel according to the initial tunnel model; The model tuning module compares the initial settlement displacement with the actual measured settlement displacement of the project, analyzes according to the comparison results, and adjusts the initial tunnel model until the initial settlement displacement obtained from the initial tunnel model is similar to or the same as the actual project displacement, thereby obtaining an optimized tunnel model; The lifting scheme and lifting result acquisition module designs different tunnel lifting schemes based on the optimized tunnel model, conducts simulated lifting according to different tunnel lifting schemes, and obtains each lifting result; The optimal lifting scheme determination module compares each lifting result and determines the optimal lifting scheme according to the comparison results; The lifting construction monitoring module conducts on-site lifting construction according to the optimal lifting scheme, and real-time monitors the deformation and stress changes of the tunnel, and then adjusts the grouting parameters of the optimal lifting scheme in real time according to the real-time monitoring results until the lifting is completed.
[0042] The tunnel settlement and lifting system based on numerical simulation according to the present invention can implement the above-mentioned tunnel settlement and lifting method based on numerical simulation. The specific process steps are as described above and will not be elaborated here.
[0043] 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 based on numerical simulation.
[0044] Furthermore, to achieve the above object, 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, it implements the above-mentioned tunnel settlement and lifting method based on numerical simulation.
[0045] To make the object, technical solution and advantages of the present invention clearer and more understandable, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only the best embodiments of the present invention, and are 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 efforts fall within the protection scope of the present invention.
[0046] Embodiment 1
[0047] A certain subway project is about 200 m in length. The tunnel section crosses a ground fissure. The buried depth of the tunnel floor is about 13.5 - 19.8 m, and the buried depth of the tunnel top is about 6.5 - 12.8 m. The stratum characteristics are shown in Table 1 below. From top to bottom, they are miscellaneous fill (maximum thickness about 10 m), plain fill, new loess (above water), paleosol (above water), old loess (above water), and the interlayer of paleosol and old loess, silty clay, sandy gravel layer. The tunnel floor is located in the new loess layer / paleosol / old loess layer (with self-weight collapsibility).
[0048] Table 1:
[0049] After the tunnel construction was completed, the construction unit measured the tunnel section and found that the tunnel section had settlement. The maximum cumulative settlement deformation was about 188.9 mm. The location with the largest settlement was at the intersection of the ground fissure and the tunnel section, and it gradually decreased on both sides.
[0050] For the above specific tunnel settlement problem, in this embodiment, the following numerical simulation method is adopted to simulate the tunnel lifting: Step 1: Data collection and processing: Collect tunnel geological exploration data, design drawings, construction records, monitoring data, etc., to provide basic data for the subsequent establishment of the numerical model.
[0051] Step 2: Obtain the basic mechanical parameters of different soil layers through laboratory tests, including soil density, elastic modulus, Poisson's ratio, internal friction angle, cohesion, etc.; Step 3: Numerical simulation analysis: Establish a numerical model of the tunnel-soil interaction, as Figure 2 shown, simulate the tunnel settlement process, and analyze the settlement causes and influencing factors.
[0052] Specific operation: Based on the numerical modeling system, according to the geological exploration data and tunnel drawings and other materials, establish the soil layer geometric model and the tunnel geometric model, input the property parameters of the materials, add loads and boundary conditions to form the initial tunnel model, and obtain the initial settlement displacement of the tunnel; Compare and analyze the initial settlement displacement of the tunnel with the actual settlement displacement of the project. Whether the simulation results are roughly the same as the actual settlement. If they are the same, proceed to the next step. If they are different, check the parameters of the initial tunnel model and recalculate until the two settlement displacements are roughly the same to obtain the optimized tunnel model.
[0053] Step 4: Lifting plan design: According to the above project situation of this embodiment, analyze the settlement causes, compare different lifting methods according to the situation, respectively calculate the lifting results under different methods, determine the best lifting position, lifting amount and lifting sequence according to the numerical simulation results, and formulate a detailed lifting plan, including grouting parameters, monitoring plan, etc.
[0054] Specific operations: According to the settlement results of numerical simulation, trial calculations are carried out for different lifting schemes, and the lifting results and the stress conditions of the tunnel are compared. Finally, based on the trial calculation results, the final lifting scheme (optimal lifting scheme) is determined.
[0055] As Figure 3 shown, the first lifting scheme includes: the first step: shallow foundation reinforcement, the second step: deep grouting reinforcement, the third step: intermediate layer lifting, and the fourth step: grouting reinforcement and strengthening on both sides of the tunnel.
[0056] As Figure 4 shown, the second lifting scheme includes: the first step: reinforcement of the soil around the pile, the second step: deep backward lifting, and the third step: grouting reinforcement and strengthening on both sides of the tunnel.
[0057] Through the trial calculations of the two lifting schemes: compare the lifting effects and the stress conditions of the tunnel under different lifting methods in the numerical simulation. As Figure 5 shown, through comparison, it is found that for the lifting of the above project, the numerical simulation of the second lifting scheme shows better lifting effects. As Figure 6 shown, observing the stress condition of the tunnel, the maximum bending moment value borne by the tunnel is within the allowable range. It can be used as the optimal lifting scheme for reference in engineering practice.
[0058] Step 5: On-site implementation and monitoring: Carry out on-site lifting construction according to the above optimal lifting scheme, and monitor the tunnel deformation and stress changes in real time, and adjust the grouting parameters according to the monitoring results.
[0059] Step 6: Effect evaluation and feedback: After the lifting is completed, conduct long-term monitoring of the tunnel deformation and stress, evaluate the lifting effect, and feed back the monitoring data into the numerical model for correction to provide reference for similar projects.
[0060] Those of ordinary skill in the art can realize that the modules and algorithm steps described in combination with the embodiments disclosed herein can be implemented by electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are executed in a hardware or software manner depends on the specific application and design constraints of the technical solution. Professional technicians 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.
[0061] Those skilled in the art can clearly understand that for the sake of convenience and brevity of description, the specific working processes of the devices and equipment described above can refer to the corresponding processes in the foregoing method embodiments and will not be elaborated herein.
[0062] 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 coupling or direct coupling or communication connection between each other can be through some interfaces. The indirect coupling or communication connection of the devices or modules can be in electrical, mechanical or other forms.
[0063] The modules described as separate components may or may not be physically separated. The components displayed 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.
[0064] In addition, each functional module in the embodiments of the present invention can be integrated in a processing module, or each module can exist physically alone, or two or more modules can be integrated in one module.
[0065] If 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 such an understanding, the technical solution of the present invention, in essence, or the part that contributes to the prior art, or 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 to enable a computer device (which can 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.
[0066] The above description is only a preferred embodiment of the present application and an explanation of the applied technical principle. 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 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 solutions formed by mutually replacing the above features with the (but not limited to) technical features with similar functions disclosed in the present application.
[0067] It should be understood that the magnitude of the sequence numbers of the steps in the summary of the invention and the embodiments of the present invention does not absolutely mean the order of execution. The order of execution 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. A tunnel settlement and uplift method based on numerical simulation, characterized in that Including: Based on a numerical modeling system, an initial tunnel model representing the tunnel with settlement is established, and the initial settlement displacement of the tunnel is obtained according to the initial tunnel model; Compare the initial settlement displacement with the actually surveyed engineering settlement displacement, and analyze according to the comparison result to adjust the initial tunnel model until the initial settlement displacement obtained from the initial tunnel model is similar to or the same as the actual engineering displacement, and an optimized tunnel model is obtained; Based on the optimized tunnel model, different tunnel lifting schemes are designed, and simulated lifting is carried out according to different tunnel lifting schemes to obtain each lifting result; Compare each lifting result, and determine the optimal lifting scheme according to the comparison result; Carry out on-site lifting construction according to the optimal lifting scheme, and monitor the deformation and stress changes of the tunnel in real time, and then adjust the grouting parameters of the optimal lifting scheme in real time according to the real-time monitoring results until the lifting is completed.
2. The method for tunnel settlement and uplift based on numerical simulation according to claim 1, characterized in that The establishment of the initial tunnel model representing the tunnel with settlement includes: Based on a numerical modeling system, a soil layer geometric model and a tunnel geometric model are established according to the geological exploration data parameters and tunnel construction drawing data parameters; 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 soil layer geometric model and the tunnel geometric model after mesh division 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 based on numerical simulation according to claim 2, wherein The boundary of the soil layer geometric model is larger than the boundary of the tunnel geometric model.
4. The method for tunnel settlement and uplift based on numerical simulation according to claim 1, characterized in that The tunnel lifting scheme includes: The first tunnel lifting scheme: Reinforce and lift based on the soil layer within the range of the micro-piles under the tunnel foundation and on both sides of the tunnel; The second tunnel lifting scheme: 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 layer on both sides of the tunnel.
5. The method for tunnel settlement and uplift based on numerical simulation according to claim 4, wherein, The reinforcement and lifting based on the soil layer within the range of the micro-piles under the tunnel foundation and on both sides of the tunnel includes: Based on the optimized tunnel model, adjust the shallow foundation parameters under the tunnel floor slab to simulate the reinforcement of the shallow foundation; On the basis of the shallow foundation reinforcement, adjust the deep foundation parameters under the tunnel floor slab to simulate the reinforcement of the deep foundation; On the basis of the deep foundation reinforcement, divide the intermediate layer foundation between the deep foundation and the shallow foundation into multiple lifting areas, and perform corresponding simulated lifting according to the settlement displacement of each area to realize the simulated lifting of the tunnel; After the tunnel lifting is completed, grouting reinforcement is carried out on the soil layers on both sides of the tunnel.
6. The method for tunnel settlement and uplift based on numerical simulation according to claim 4, wherein The reinforcement and lifting 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 layer on both sides of the tunnel includes: Based on the optimized tunnel model, adjust the soil layer parameters around the micro-piles at the bottom of the tunnel to simulate the reinforcement of the soil layer around the piles; On the basis of the reinforcement of the soil layer around the piles, divide the deep soil layer at the bottom of the soil layer around the piles into multiple lifting areas, and perform corresponding simulated lifting according to the settlement displacement of each area to realize the simulated lifting of the tunnel; After the tunnel lifting is completed, grouting reinforcement is carried out on the soil layers on both sides of the tunnel.
7. The method for tunnel settlement and uplift based on numerical simulation according to any one of claims 4-6, characterized in that The comparison of each lifting result and the determination of the optimal lifting scheme according to the comparison result includes: Compare the uplift displacement and the tunnel stress after the tunnel is lifted and reinforced by the first tunnel uplift scheme and the second tunnel uplift scheme, and determine the optimal uplift scheme as the one with a smoother uplift displacement and the tunnel stress within the threshold range; Among them, the uplift displacement is composed of the connection of the uplift values monitored by multiple monitoring points arranged on the tunnel; The tunnel stress includes the maximum bending moment suffered by the tunnel.
8. Tunnel settlement and uplift system based on numerical simulation, characterized in that It includes: An initial settlement displacement acquisition module, based on a numerical modeling system, establishes an initial tunnel model representing the tunnel with settlement, and obtains the initial settlement displacement of the tunnel according to the initial tunnel model; A model optimization module compares the initial settlement displacement with the actual settlement displacement surveyed in the project, and adjusts the initial tunnel model according to the comparison result analysis until the initial settlement displacement obtained through the initial tunnel model is similar to or the same as the actual project displacement, and an optimized tunnel model is obtained; An uplift scheme and uplift result acquisition module designs different tunnel uplift schemes based on the optimized tunnel model, and performs simulated uplifts according to different tunnel uplift schemes to obtain each uplift result; An optimal uplift scheme determination module compares each uplift result and determines the optimal uplift scheme according to the comparison result; An uplift construction monitoring module performs on-site uplift construction according to the optimal uplift scheme, and monitors the deformation and stress changes of the tunnel in real time, and then adjusts the grouting parameters of the optimal uplift scheme in real time according to the real-time monitoring results until the uplift is completed.
9. 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 tunnel settlement and uplift method based on numerical simulation according to any one of claims 1-7.
10. 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 the processor, it implements the tunnel settlement and uplift method based on numerical simulation according to any one of claims 1-7.