Construction method and device for shield tunneling to pass through existing structure

Abstract

The invention discloses a construction method and device for shield tunneling to penetrate through an existing structure, and relates to the technical field of shield tunneling. The method comprises the following steps: firstly, acquiring stratum parameters of a corresponding engineering area, building parameters of an existing building of the engineering area and target tunnel parameters to construct a target tunnel-existing building-stratum three-dimensional model of the engineering area, so as to carry out tunneling analogue simulation; the method comprises the following steps of: determining an initial shield tunneling parameter range by taking the minimum settlement deformation of the existing structure caused in the shield tunneling process of a target tunnel as a target, then performing trial tunneling, and determining the initial shield tunneling parameter range according to real-time monitoring data of settlement, deformation and stress of a stratum and the existing structure in the trial tunneling process. And the initial shield tunneling parameter range is optimized, so that the target tunnel is tunneled according to the optimized final shield tunneling parameter range. According to the invention, the efficiency, the stability and the safety of passing through the existing structure during shield tunneling are fully improved.

Description

Technical Field

[0001] The invention relates to the technical field of shield tunneling, and in particular to a construction method and device for shield tunneling through existing structures. Background Art

[0002] With the development of modern cities, the development of urban underground and above-ground space has reached saturation, and it has become the norm in transportation construction for new tunnels to cross existing buildings.

[0003] The difficulty and risk of shield tunnel construction through existing viaduct piles and underground tunnels are most prominent. During the excavation process, the shield tunnel will disturb the surrounding soil, causing the soil to lose its initial ground stress balance, produce displacement deformation, and redistribute the soil stress. The soil, as the core of the stress change transmission medium, connects the shield tunnel with the viaduct piles and the existing tunnel, which in turn causes the deformation of the existing tunnel and the changes in the load transmission mechanism, pile foundation bearing capacity and settlement, affecting the stability of the bridge and the existing tunnel. In severe cases, it will affect their normal use.

[0004] At present, when carrying out shield tunneling in existing structures, we usually can only rely on the experience of engineers to conduct on-site surveys and formulate plans. This requires a high level of experience from engineers, and results in low construction efficiency and poor safety. Summary of the invention

[0005] Based on this, it is necessary to provide a construction method and device for shield tunneling through existing structures to address the above technical problems.

[0006] The present invention adopts the following technical solutions: The present invention provides a construction method for tunneling through existing structures by shield method. The method comprises the following steps: firstly obtaining stratum parameters of a corresponding engineering area, structure parameters of existing structures in the engineering area and target tunnel parameters, so as to construct a three-dimensional model of the target tunnel-existing structure-stratum in the engineering area, thereby performing tunneling simulation based on the three-dimensional model, and determining an initial shield tunneling parameter range with the goal of minimizing the settlement deformation of the existing structure caused by the shield tunneling of the target tunnel. Then, trial tunneling is performed based on the initial shield tunneling parameter range, and the initial shield tunneling parameter range is optimized based on real-time monitoring data of the settlement, deformation and stress of the stratum and the existing structure during the trial tunneling, so as to excavate the target tunnel according to the final shield tunneling parameter range obtained by optimization.

[0007] The present invention provides a construction device for tunneling through an existing structure using a shield method, comprising: An acquisition module is used to obtain the stratum parameters of the engineering area corresponding to the shield tunneling, the structure parameters of the existing structures in the engineering area, and the target tunnel parameters; A construction module is used to construct a three-dimensional model of the target tunnel-existing structure-stratum in the project area according to the stratum parameters, structure parameters and target tunnel parameters; The simulation module is used to simulate the excavation according to the three-dimensional model of the target tunnel-existing structure-stratum, analyze the settlement, deformation and stress of the stratum and the existing structure, and determine the initial shield excavation parameter range with the goal of minimizing the settlement and deformation of the existing structure caused by the shield excavation of the target tunnel; The monitoring module is used to conduct trial excavation of the target tunnel in the project area according to the initial shield excavation parameter range, and obtain real-time monitoring data on the settlement, deformation and stress of the stratum and existing structures during the trial excavation; The optimization module is used to optimize the initial shield tunneling parameter range according to the real-time monitoring data, obtain the final shield tunneling parameter range, and excavate the target tunnel according to the final shield tunneling parameter range.

[0008] The present invention provides a computer-readable storage medium, wherein the storage medium stores a computer program, and when the computer program is executed by a processor, the construction method of tunnel excavation through an existing structure using the shield method is implemented.

[0009] The present invention provides a computer device, comprising a memory, a processor and a computer program stored in the memory and executable on the processor, wherein when the processor executes the program, the construction method of tunnel excavation through an existing structure using a shield method is implemented.

[0010] At least one of the above technical solutions adopted by the present invention can achieve the following beneficial effects: The present invention first constructs a three-dimensional model of a target tunnel-existing structure-stratum in a project area to perform tunneling simulation, thereby capturing the tunneling influence relationship between shield tunneling parameters and the settlement, deformation and stress of the stratum and the existing structure in a simulation environment, and obtaining a reasonable initial shield tunneling parameter range in the simulation environment. The initial shield tunneling parameter range is then verified through a trial tunneling process, and the initial shield tunneling parameter range is optimized with the real-time monitoring data of the settlement, deformation and stress of the stratum and the existing structure during the trial tunneling process as a guide, and the tunneling influence relationship captured in the simulation environment is corrected. The two-stage process gets rid of the dependence on the experience of engineers, and fully improves the efficiency, stability and safety of crossing existing structures during shield tunneling. BRIEF DESCRIPTION OF THE DRAWINGS

[0011] The drawings described herein are used to provide a further understanding of the present invention and constitute a part of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the drawings: Figure 1 A schematic diagram of a construction method for tunneling through an existing structure using a shield method provided by the present invention; Figure 2 A schematic diagram of a construction process flow of a shield tunnel excavation through an existing structure provided by the present invention; Figure 3 A schematic diagram of a construction simulation process provided by the present invention; Figure 4 A schematic diagram of a displacement monitoring point of an existing tunnel provided by the present invention; Figure 5 A schematic diagram of a target tunnel displacement monitoring point provided by the present invention; Figure 6 A schematic diagram of a construction device for tunneling through an existing structure using a shield method provided by the present invention. DETAILED DESCRIPTION

[0012] In order to make the purpose, technical solution and advantages of the present invention clearer, the technical solution of the present invention will be clearly and completely described below in conjunction with the specific embodiments of the present invention and the corresponding drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0013] The technical solutions provided by various embodiments of the present invention are described in detail below in conjunction with the accompanying drawings.

[0014] Figure 1 The present invention is a schematic diagram of a construction method for tunneling through an existing structure using a shield method, which specifically includes the following steps: S101: Acquire stratum parameters of a project area corresponding to shield tunneling, structure parameters of existing structures in the project area, and target tunnel parameters.

[0015] S102: Construct a three-dimensional model of the target tunnel-existing structure-stratum in the project area according to the stratum parameters, the structure parameters and the target tunnel parameters.

[0016] Generally, when a target tunnel is excavated by the shield method, a construction plan can be first determined through the server of the business platform, and then the shield machine and various excavation equipment can be controlled through the server to excavate the tunnel according to the construction plan.

[0017] Based on this, in one or more embodiments of the present invention, when determining the construction plan, the server may first obtain the stratum parameters of the engineering area corresponding to the shield tunneling, the structure parameters of the existing structures in the engineering area, and the target tunnel parameters, so as to establish a numerical model and perform simulation analysis. Among them, the existing structures include existing tunnels and existing bridge pile foundations.

[0018] Figure 2 The figure is a schematic diagram of the construction process flow of a shield tunnel excavation through an existing structure in the present invention. Figure 2 It can be seen that the server can usually collect technical parameters first, including parameters of strata, bridge piles and tunnels, and then perform numerical simulation for each existing structure to determine the initial shield tunneling parameter range. Figure 2 Nine shield tunneling parameters are shown in the figure. Then, the shield tunneling test can be carried out according to the parameters, so that the initial shield tunneling parameter range can be optimized again through the real-time monitoring parameters collected during the test tunneling.

[0019] Specifically, for the formation parameters, the formation parameters may include the layer thickness, layer top burial depth and layer bottom burial depth of various soil layers. The various soil layers include gravel fill, plain fill, gravel mixed with clay, fully weathered mudstone, strongly weathered mudstone and moderately weathered mudstone.

[0020] For example, taking the shield tunneling through the existing bridge pile foundation and the existing water diversion tunnel as an example, the stratum distribution in the project area is shown in Table 1.

[0021] Table 1 Classification of foundation soil layers

[0022] For the target tunnel, for example, it can be a double-track tunnel of a subway. Assuming that it is constructed with an earth pressure balance shield machine, the excavation diameter is 6.47m, the inner diameter of the segment used is 5.5m, the outer diameter is 6.2m, the tunnel spacing is 6.7m, and the tunnel depth is 11.8~13.2m. Assuming that the existing water diversion tunnel is a single-track tunnel with a diameter of 6.2m, the tunnel depth is 15.5m, and the vertical clearance with the target tunnel is 3.03m.

[0023] For the existing bridge pile foundation, for example, it may be an existing viaduct pile foundation, the pile foundation is an end-bearing pile, wherein the side piles are 25m long and 1.5m in diameter, the middle piles are 22m long and 1m in diameter, and the minimum clear distance between the target tunnel and the existing viaduct pile foundation is 5.34m.

[0024] After that, the server can build a three-dimensional model based on the acquired parameters. When the existing structure is an existing bridge pile foundation, the server can build a three-dimensional numerical model of the target tunnel-existing bridge pile foundation-stratum according to the relative position relationship between the target tunnel and the existing bridge pile foundation. The shield machine can make a single excavation advance of 1.2m. The target tunnel takes the double-line tunnel of the above-mentioned subway as an example. The excavation steps of the left and right tunnels are 50 steps each, and the calculation range in the X direction is L=60m. The calculation range in the Y direction is B=100m, the calculation depth of the stratum is twice the length of the existing bridge pile foundation, the calculation range of the calculation model in the Z direction is H=50m, and the size of the three-dimensional calculation model is L×B×H=60×100×50m. The cap beam and bridge deck of the existing bridge can be established in the three-dimensional model.

[0025] When the existing structure is an existing tunnel, the server can use MIDAS / GTS to establish a three-dimensional model of the target tunnel-existing tunnel-stratum. For example, the overall size of the three-dimensional model is 60m (length) × 100m (width) × 50m (depth). Continuing with the double-track tunnel of the above-mentioned subway as an example, the net distance between the double-track tunnels is 11m, the left-line tunnel goes first, and the right-line tunnel goes later. The existing tunnel passes through the double-track tunnel one after another. According to the geological exploration data model, the simulated water level is set to -2m. The model has a total of 261,370 units and 441,564 nodes. The model side limits horizontal displacement, the ground limits vertical displacement, and the top surface is a free surface. The soil layer model parameters can be shown in Table 2, which is a schematic table of soil layer model parameters in the present invention.

[0026] Table 2 Soil layer model parameters

[0027] The server mentioned in the present invention may be a server set on a business platform, or a device such as a desktop computer, a notebook computer, etc. that can execute the solution of the present invention. For the convenience of description, the following description is only based on the server as the execution subject.

[0028] S103: Perform tunneling simulation based on the three-dimensional model of the target tunnel-existing structure-stratum, analyze the settlement, deformation and stress of the stratum and the existing structure, and determine the initial shield tunneling parameter range with the goal of minimizing the settlement and deformation of the existing structure caused by the shield tunneling process of the target tunnel.

[0029] After the three-dimensional model is obtained through the above construction, the server can use it to perform tunneling simulation. Taking the existing bridge pile foundation as an example, the dead load of the existing bridge pile foundation and the live load of the existing bridge pile foundation can be counted by the spatial finite element analysis software (Midas civil). The tunneling pressure and soil bin pressure applied by the shield machine can select the interface parameters of normal tunneling of the shield method in the same stratum.

[0030] Table 3 Physical and mechanical properties of soil layers and construction materials in the project area in the model

[0031] Regarding the construction material parameters in the excavation simulation, according to the exploration report, the strata in the engineering area are divided into five layers. The parameters of the rock and soil and construction materials used in the simulation can be shown in Table 3, which is a physical and mechanical diagram of each soil layer and construction material in the engineering area in a model of the present invention.

[0032] Boundary conditions of tunneling simulation: The continuum method is used as the boundary condition for tunneling simulation calculation, and the pile interface unit is added to reflect the interaction between the existing bridge pile foundation and the soil. Fixed constraints are used to constrain the beams on the existing bridge pile foundation. The finite element method is used to constrain the horizontal displacement of the four sides of the edge of the three-dimensional model of the target tunnel-existing structure-stratum, and the bottom surface of the three-dimensional model is fixed, and the free boundary is used as the constraint of the top surface of the three-dimensional model.

[0033] The construction process simulation can be Figure 3 As shown, Figure 3 It is a schematic diagram of a construction simulation process in the present invention. The server can construct the initial stress field balance of the soil before simulated excavation based on the above boundary conditions, add the dead load of the existing bridge pile foundation and the live load obtained in advance, and reset and initialize the vertical displacement and horizontal displacement of the existing bridge pile. Then activate the shield shell unit of the shield machine in the simulation environment, passivate the soil unit corresponding to the simulated excavation, activate the pipe segment and grouting layer unit at the tail of the shield machine in the simulation environment, realize a simulated excavation, and repeat the simulated excavation until the preset number of times is reached.

[0034] Through the above process, the server can perform tunneling simulation based on the three-dimensional model of the target tunnel-existing bridge pile foundation-stratum, the constant load of the existing bridge pile foundation's own weight, the live load obtained in advance by statistics of the existing bridge pile foundation, the tunneling pressure applied by the shield tunneling method in the same type of stratum, and the soil bin pressure, and analyze the early settlement of the stratum and existing structures, the settlement caused by the shield machine, the shield tail settlement, and the later settlement.

[0035] Among them, the early settlement is the settlement of the stratum at the existing bridge pile foundation due to the loss of pore water and the change of groundwater level before the shield machine cutterhead advances to the preset distance of the existing bridge pile foundation; the settlement caused by the shield machine is the settlement or uplift of the soil caused by the excessive excavation pressure of the shield machine when the shield machine cutterhead advances to the preset distance of the existing bridge pile foundation; the shield tail settlement is the elastic-plastic deformation caused by the release of the gap and soil pressure at the shield machine tail after the shield machine tail leaves the existing bridge pile foundation; the late settlement is the settlement caused by the creep and gradual consolidation of the soil after the shield machine advances the shield tail gradually away from the bridge pile. These processes include the analysis of surface settlement, pile foundation settlement, pile foundation deviation, pile foundation stress, etc.

[0036] Through the above simulation process and analysis results, the shield method parameters selected for the tunneling simulation can be adjusted, and the process is repeated to determine the initial shield method tunneling parameter range in which the settlement deformation of the existing structure caused by the shield method in the target tunnel is minimized, as shown in Table 4. Table 4 is a schematic table of an initial shield method tunneling parameter range in the present invention.

[0037] Table 4 Schematic diagram of initial shield tunneling parameter range

[0038] S104: Conduct trial excavation of the target tunnel in the project area according to the initial shield tunneling parameter range, and obtain real-time monitoring data on the settlement, deformation and stress of the stratum and existing structures during the trial excavation.

[0039] S105: Optimizing the initial shield tunneling parameter range according to the real-time monitoring data to obtain a final shield tunneling parameter range, and excavating the target tunnel according to the final shield tunneling parameter range.

[0040] After that, the server can control the shield tunneling process to conduct trial excavation based on the initial shield tunneling parameter range obtained above. For example, trial excavation can be carried out 50 rings (number of prefabricated segments, usually 1 ring = 1.2m) to 30 rings before the existing structure (building). During the trial excavation, various shield excavation parameters and corresponding excavation indicators are recorded in detail to provide a basis for further optimization. At the same time, real-time monitoring of the settlement, deformation and stress of the stratum and existing structures is carried out during the trial excavation. For example, the vibration response of the existing bridge pile foundation can be monitored in real time, and the deformation of the existing tunnel and existing bridge pile foundation can be monitored in real time. For example, for the existing bridge pile foundation, the JM5981A vibration acquisition analyzer and 4 horizontal vibration pickups (H27500, H05061, H05060 and H05062) and 2 vertical vibration pickups (V05081 and V05620) can be used for vibration monitoring. The specific settings may be as shown in Table 5, which is a schematic table of vibration measurement point positions and vibration pickup numbers in the present invention.

[0041] Table 5 Vibration measurement point locations and vibration pickup numbers

[0042] Monitoring can begin when the shield cutterhead is 10 rings, or 12m, away from the bridge pile foundation.

[0043] The monitoring contents of existing bridge pile foundations mainly include: surface settlement monitoring and pile foundation settlement monitoring.

[0044] The surface settlement monitoring points can be arranged along the shield axis. In the shield tunneling section, an axis point is set every 5 rings and a monitoring section is set every 10 rings. In other sections, an axis point is set every 5 rings and a monitoring section is set every 20 rings. The monitoring points of the monitoring section are arranged at intervals of 3m, 5m, 8m, and 14m from the center line to both sides.

[0045] The existing bridge pile foundation settlement monitoring points can be arranged at the pile body position 10 cm above the ground surface, and each existing bridge pile foundation can be provided with one settlement monitoring point. Table 6 is a schematic table of monitoring parameters in the present invention.

[0046] Table 6 Monitoring parameters

[0047] For another example, for existing tunnels, monitoring of crossing existing tunnels can mainly include surface settlement monitoring, existing tunnel convergence and vault settlement monitoring. A monitoring point is arranged every 5 rings on the axis of the existing tunnel, and a monitoring section is arranged every 10 rings. The monitoring points of the monitoring section are arranged in the same way as those of the monitoring of crossing bridges.

[0048] The existing tunnel vertical and horizontal convergence monitoring points can be arranged on both sides of the tunnel waist, such as Figure 4 As shown, Figure 4 Schematic diagram of displacement monitoring points of an existing tunnel in the present invention. The horizontal convergence monitoring points of the target tunnel can be arranged at the waist of both sides of the target tunnel, and the vertical convergence monitoring points are arranged at the top of the segment at the same ring position as the horizontal convergence monitoring points, such as Figure 5 As shown, Figure 5 The figure is a schematic diagram of a target tunnel displacement monitoring point in the present invention. The two sides of the arch waist can be posted with special monitoring signs or painted on the pipe segments with standard fonts, and the arch top is marked by manual painting with a telescopic rod tool.

[0049] Finally, by comprehensively analyzing various shield construction indicators during the trial excavation, bridge pile vibration monitoring and data simulation analysis, existing bridge pile foundation settlement monitoring data, and excavation settlement deformation monitoring data of existing tunnels and target tunnels, the initial shield excavation parameters for crossing existing tunnels and existing bridge pile foundations can be secondary optimized and adjusted. The adjusted data are shown in Table 7, which is a schematic table of the final shield excavation parameter range in the present invention.

[0050] Table 7 Final shield tunneling parameter range

[0051] In addition, in one or more embodiments of the present invention, during the trial excavation, several preset shield tunneling parameters around the lower limit of the initial shield tunneling parameter range can be used to obtain real-time monitoring data under corresponding conditions. Here, only the parameter points around the lower limit of the initial shield tunneling parameter range are used for trial excavation to ensure that the impact of the trial excavation on the existing structure is minimized, thereby ensuring the safety of the excavation process.

[0052] Furthermore, when the initial shield tunneling parameter range is optimized according to the real-time monitoring data to obtain the final shield tunneling parameter range, the server can first determine the correlation between the shield tunneling parameters and the settlement deformation of the existing structure under different tunneling progress of the target tunnel according to the tunneling simulation process. Then, the actual settlement deformation degree of the existing structure during the trial tunneling is determined according to the real-time monitoring data, and then the correlation between the shield tunneling parameters and the settlement deformation of the existing structure under different tunneling progress of the target tunnel is corrected according to the preset shield tunneling parameters and the actual settlement deformation degree. Finally, according to the corrected correlation between the shield tunneling parameters and the settlement deformation of the existing structure under different tunneling progress of the target tunnel, the initial shield tunneling parameter range is optimized to obtain the final shield tunneling parameter range.

[0053] Through the preliminary excavation simulation, the influence of the general shield tunneling parameters on the excavation process is first determined, and then further modified through the actual process in the trial excavation. The two-stage process gets rid of the dependence on the experience of engineers and ensures the efficiency, stability and safety of crossing existing structures when the shield tunnel is excavated.

[0054] based on Figure 1 The construction method of shield tunneling through existing structures shown in the figure first obtains the stratum parameters of the corresponding project area, the structure parameters of the existing structures in the project area and the target tunnel parameters to construct a three-dimensional model of the target tunnel-existing structure-stratum in the project area, and then performs tunneling simulation based on the three-dimensional model. With the goal of minimizing the settlement and deformation of the existing structures caused by the shield tunneling of the target tunnel, the initial shield tunneling parameter range is determined, and then trial tunneling is carried out based on the initial shield tunneling parameter range. Based on the real-time monitoring data of the settlement, deformation and stress of the stratum and the existing structures during the trial tunneling, the initial shield tunneling parameter range is optimized, and the target tunnel is excavated according to the final shield tunneling parameter range obtained by optimization.

[0055] The present invention first constructs a three-dimensional model of a target tunnel-existing structure-stratum in a project area to perform tunneling simulation, thereby capturing the tunneling influence relationship between shield tunneling parameters and the settlement, deformation and stress of the stratum and the existing structure in a simulation environment, and obtaining a reasonable initial shield tunneling parameter range in the simulation environment. The initial shield tunneling parameter range is then verified through a trial tunneling process, and the initial shield tunneling parameter range is optimized with the real-time monitoring data of the settlement, deformation and stress of the stratum and the existing structure during the trial tunneling process as a guide, and the tunneling influence relationship captured in the simulation environment is corrected. The two-stage process gets rid of the dependence on the experience of engineers, and fully improves the efficiency, stability and safety of crossing existing structures during shield tunneling.

[0056] When applying the shield tunneling construction method provided by the present invention to penetrate existing structures, it is not necessary to Figure 1 The steps are executed in the order shown. The specific execution order of the steps can be determined according to needs, and the present invention does not limit this.

[0057] The above is a construction method for shield tunneling through existing structures provided by one or more embodiments of the present invention. Based on the same idea, the present invention also provides a corresponding construction device for shield tunneling through existing structures, such as Figure 6 shown.

[0058] Figure 6 A schematic diagram of a construction device for tunneling through an existing structure using a shield method provided by the present invention comprises: The acquisition module 201 is used to acquire the stratum parameters of the engineering area corresponding to the shield tunneling, the structure parameters of the existing structures in the engineering area, and the target tunnel parameters; A construction module 202 is used to construct a three-dimensional model of a target tunnel-existing structure-stratum in the project area according to stratum parameters, structure parameters and target tunnel parameters; The simulation module 203 is used to perform tunneling simulation based on the three-dimensional model of the target tunnel-existing structure-stratum, analyze the settlement, deformation and stress of the stratum and the existing structure, and determine the initial shield tunneling parameter range with the goal of minimizing the settlement and deformation of the existing structure caused by the shield tunneling process of the target tunnel; Monitoring module 204, used to conduct trial excavation of the target tunnel in the project area according to the initial shield tunneling parameter range, and obtain real-time monitoring data on the settlement, deformation and stress of the stratum and existing structures during the trial excavation; The optimization module 205 is used to optimize the initial shield tunneling parameter range according to the real-time monitoring data to obtain the final shield tunneling parameter range, and to excavate the target tunnel according to the final shield tunneling parameter range.

[0059] Regarding the specific limitations on the construction device for shield tunneling through existing structures, please refer to the limitations on the construction method for shield tunneling through existing structures mentioned above, which will not be repeated here. Each module in the above-mentioned construction device for shield tunneling through existing structures can be fully or partially implemented by software, hardware and their combination. The above-mentioned modules can be embedded in or independent of the processor in the computer device in the form of hardware, or can be stored in the memory of the computer device in the form of software, so that the processor can call and execute the operations corresponding to the above modules.

[0060] The present invention also provides a computer-readable storage medium, which stores a computer program, which can be used to execute the above Figure 1 Provided is a construction method for shield tunneling through existing structures.

[0061] The present invention also provides a computer device. At the hardware level, the computer device includes a processor, an internal bus, a network interface, a memory, and a non-volatile memory. Of course, it may also include hardware required for other services. The processor reads the corresponding computer program from the non-volatile memory into the memory and then runs it to achieve the above Figure 1 Provided is a construction method for shield tunneling through existing structures.

[0062] Those skilled in the art can understand that all or part of the processes in the above-mentioned embodiment methods can be completed by instructing the relevant hardware through a computer program, and the computer program can be stored in a non-volatile computer-readable storage medium. When the computer program is executed, it can include the processes of the embodiments of the above-mentioned methods. Among them, any reference to memory, storage, database or other media used in the embodiments provided by the present invention can include at least one of non-volatile and volatile memory. Non-volatile memory can include read-only memory (ROM), magnetic tape, floppy disk, flash memory or optical memory, etc. Volatile memory can include random access memory (RAM) or external cache memory. As an illustration and not limitation, RAM can be in various forms, such as static random access memory (SRAM) or dynamic random access memory (DRAM).

[0063] The technical features of the above embodiments may be arbitrarily combined. To make the description concise, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of the present invention.

Claims

1. A construction method for shield tunneling through existing structures, characterized in that: include: Obtaining the stratum parameters of the engineering area corresponding to the shield tunneling, the structural parameters of the existing structures in the engineering area, and the target tunnel parameters; According to the formation parameters, structure parameters and target tunnel parameters, a three-dimensional model of the target tunnel-existing structure-stratum in the project area is constructed; Based on the three-dimensional model of the target tunnel-existing structure-stratum, excavation simulation is carried out to analyze the settlement, deformation and stress of the stratum and existing structures. The initial shield tunneling parameter range is determined with the goal of minimizing the settlement and deformation of the existing structures caused by the shield tunneling process of the target tunnel; Conduct trial excavation of the target tunnel in the project area according to the initial shield tunneling parameter range, and obtain real-time monitoring data on the settlement, deformation and stress of the strata and existing structures during the trial excavation; The initial shield tunneling parameter range is optimized according to the real-time monitoring data to obtain the final shield tunneling parameter range, and the target tunnel is excavated according to the final shield tunneling parameter range.

2. The construction method of shield tunneling through existing structures as claimed in claim 1, characterized in that: The existing structures include: existing tunnels and existing bridge pile foundations.

3. The construction method of shield tunneling through existing structures as claimed in claim 1, characterized in that: The stratum parameters include the thickness, top burial depth and bottom burial depth of various soil layers; wherein the various soil layers include gravel fill, plain fill, gravel mixed with clay, fully weathered mudstone, strongly weathered mudstone and moderately weathered mudstone.

4. The construction method of shield tunneling through existing structures as claimed in claim 2, characterized in that: The existing structure is an existing bridge pile foundation; The excavation simulation is performed based on the three-dimensional model of the target tunnel-existing structure-stratum, and the settlement, deformation and stress of the stratum and the existing structure are analyzed, specifically including: Based on the three-dimensional model of the target tunnel-existing bridge pile foundation-stratum, excavation simulation is carried out based on the dead load of the existing bridge pile foundation, the live load obtained in advance by the existing bridge pile foundation, the excavation pressure and soil bin pressure applied by the shield method in the same type of stratum, and the early settlement of the stratum and existing structures, the settlement caused by the shield machine, the settlement of the shield tail and the later settlement are analyzed; Among them, the early settlement is the settlement of the stratum at the position of the existing bridge pile foundation caused by the loss of pore water and the change of groundwater level before the shield machine cutterhead advances to the preset distance of the existing bridge pile foundation; the settlement caused by the shield machine is the settlement or uplift of the soil caused by the excessive excavation pressure of the shield machine when the shield machine cutterhead advances to the preset distance near the existing bridge pile foundation; the shield tail settlement is the elastic-plastic deformation caused by the release of the gap and soil pressure at the tail of the shield machine after the tail of the shield machine leaves the existing bridge pile foundation; the late settlement is the settlement caused by soil creep and gradual consolidation after the shield machine pushes the shield tail gradually away from the bridge pile.

5. The construction method of shield tunneling through existing structures as claimed in claim 4, characterized in that: Conduct tunneling simulation, including: The continuum method is used as the boundary condition for tunneling simulation calculation, and the pile interface unit is added to reflect the interaction between the existing bridge pile foundation and the soil. The beams on the existing bridge pile foundation are constrained by fixed constraints. The finite element method is used to constrain the horizontal displacement of the four sides of the edge of the three-dimensional model of the target tunnel-existing structure-stratum, and the bottom surface of the three-dimensional model is fixed. The free boundary is used as the constraint of the top surface of the three-dimensional model to construct the initial stress field balance of the soil before simulation of tunneling. Add the dead load of the existing bridge pile foundation and the live load obtained in advance; The vertical and horizontal displacements of existing bridge piles are reset and initialized; Activate the shield shell unit of the shield machine in the simulation environment, passivate the soil unit corresponding to the simulated excavation, activate the pipe segment and grouting layer unit at the tail of the shield machine in the simulation environment, and realize a simulated excavation; repeat the simulated excavation until the preset number of times is reached.

6. The construction method of shield tunneling through existing structures as claimed in claim 1, characterized in that: The initial shield tunneling parameter range includes: shield machine thrust range, soil bin pressure range, cutter head speed range, tunneling speed range, synchronous grouting volume range and secondary grouting pressure range.

7. The construction method of shield tunneling through existing structures as claimed in claim 1, characterized in that: The real-time monitoring data is obtained by conducting trial excavation according to a number of preset shield tunneling parameters around the lower limit of the initial shield tunneling parameter range; The initial shield tunneling parameter range is optimized according to the real-time monitoring data to obtain the final shield tunneling parameter range, which specifically includes: According to the tunneling simulation process, the correlation between the shield tunneling parameters and the settlement and deformation of the existing structure under different tunneling progress of the target tunnel is determined; Determine the actual settlement and deformation degree of existing structures during trial excavation based on real-time monitoring data; According to the preset shield tunneling parameters and the actual settlement deformation degree, the correlation between the shield tunneling parameters and the settlement deformation of the existing structure under different tunneling progress of the target tunnel is corrected; According to the correlation between the shield tunneling parameters and the settlement and deformation of the existing structures under different excavation progress of the revised target tunnel, the initial shield tunneling parameter range is optimized to obtain the final shield tunneling parameter range.

8. A construction device for tunneling through existing structures using a shield method, characterized in that: include: An acquisition module is used to obtain the stratum parameters of the engineering area corresponding to the shield tunneling, the structure parameters of the existing structures in the engineering area, and the target tunnel parameters; A construction module is used to construct a three-dimensional model of the target tunnel-existing structure-stratum in the project area according to the stratum parameters, structure parameters and target tunnel parameters; The simulation module is used to simulate the excavation according to the three-dimensional model of the target tunnel-existing structure-stratum, analyze the settlement, deformation and stress of the stratum and the existing structure, and determine the initial shield excavation parameter range with the goal of minimizing the settlement and deformation of the existing structure caused by the shield excavation of the target tunnel; The monitoring module is used to conduct trial excavation of the target tunnel in the project area according to the initial shield excavation parameter range, and obtain real-time monitoring data on the settlement, deformation and stress of the stratum and existing structures during the trial excavation; The optimization module is used to optimize the initial shield tunneling parameter range according to the real-time monitoring data, obtain the final shield tunneling parameter range, and excavate the target tunnel according to the final shield tunneling parameter range.

9. A computer-readable storage medium, characterized in that: The storage medium stores a computer program, and when the computer program is executed by a processor, the method according to any one of claims 1 to 7 is implemented.

10. A computer device, characterized in that: The method comprises a memory, a processor and a computer program stored in the memory and executable on the processor, wherein when the processor executes the program, the method according to any one of claims 1 to 7 is implemented.

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