Shield tunnel adjacent pile group influence zoning method based on engineering measures

Abstract

The invention provides a shield tunnel adjacent pile group influence zoning method based on engineering measures, which comprises the following steps: constructing a stress analysis model of soil disturbance caused by shield construction and pile group stress characteristics, and determining an interaction relationship among soil, piles and a tunnel; according to the interaction among soil, piles and tunnels, the interference degree of shield construction on the group piles is determined; according to the interference degree of shield construction on the pile group, a plurality of influence areas of the shield adjacent to the pile group are divided, the risk level of each influence area is determined, and the risk levels comprise the high risk level, the medium risk level and the low risk level; and aiming at the risk level of each influence area, determining engineering protection measures according to the risk level of the influence area so as to ensure construction and structure safety. At least the disturbance degree of shield construction on the pile group can be accurately predicted, and engineering protection measures are determined according to the risk levels of the multiple influence areas, so that construction and structure safety is ensured, and engineering risks and economic losses are reduced.

Description

Technical Field

[0001] The present application relates to the technical field of shield construction, and in particular to a method for zoning the impact of proximity pile groups in shield tunnels based on engineering measures. Background Art

[0002] With the rapid advancement of urbanization, the demand for underground space development is increasing, and shield tunneling has become the mainstream technology for urban rail transit and underground infrastructure construction. However, due to the increasing scarcity of urban underground space resources, shield tunneling often requires proximity to the pile foundations of existing structures (such as bridge piles and building complex pile foundations). Ground disturbance and settlement deformation caused by shield construction not only adversely affect the bearing capacity and stability of adjacent pile foundations but also pose a potential threat to the safety and normal operation of the superstructure, thereby increasing project risks and construction difficulties. Therefore, assessing and controlling the impact of proximity to pile foundations during shield tunneling has become a key technical challenge in current urban underground engineering construction.

[0003] At present, the research on shield construction close to pile foundations in engineering practice is mostly limited to the impact analysis of a single pile foundation or specific conditions, and cannot fully take into account the complex working conditions of shield construction and the diversity of pile foundation groups. Summary of the Invention

[0004] In view of this, the purpose of this application is to provide a shield tunnel proximity pile group impact zoning method based on engineering measures, which can at least accurately predict the degree of disturbance of the shield construction on the pile group, and determine engineering protection measures according to the risk levels of multiple impact areas, so as to ensure construction and structural safety and reduce engineering risks and economic losses.

[0005] In a first aspect, an embodiment of the present application provides a method for zoning the impact of proximity pile groups in a shield tunnel based on engineering measures, the method comprising: Construct a stress analysis model for the soil disturbance caused by shield construction and the stress characteristics of pile groups to determine the interaction between soil, piles and tunnels; According to the interaction among soil, piles and tunnel, the interference degree of shield construction on pile groups is determined; According to the interference degree of shield construction on pile groups, multiple impact areas of the shield close to the pile groups are divided, and the risk level of each impact area is determined, and the risk level includes high risk level, medium risk level and low risk level; For each impact area, engineering protection measures are determined based on the risk level of the impact area to ensure construction and structural safety.

[0006] Optionally, engineering protection can be implemented for at least one affected area with a high risk level by: Combined reinforcement of pile foundations and ground for each impact area with high risk level; Adjust shield tunneling parameters and monitor and control shield construction in real time to ensure the safety and controllability of the construction process; Among them, the methods of joint reinforcement of pile foundations and strata in each impact area with high risk level include grouting reinforcement and consolidation of soil around piles.

[0007] Optionally, in medium-risk areas, the focus is on pile foundation monitoring and measures to adjust the construction process. Measures to adjust the construction process include optimizing synchronous grouting technology and compensatory grouting.

[0008] Optionally, in low-risk areas, the construction process can be monitored and risk warnings can be issued to ensure construction and structural safety.

[0009] Optionally, the method further includes: During shield construction, monitor pile foundation settlement parameters, horizontal displacement parameters, bending moment stress parameters, and soil deformation parameters around the tunnel; Determine whether there is a risk of deviation from expectations based on monitoring pile foundation settlement parameters, horizontal displacement parameters, bending moment stress parameters, and deformation parameters of the soil surrounding the tunnel; If there is a risk of deviation from expectations, the shield construction parameters should be adjusted or reinforcement measures should be added to ensure the safety of the construction process.

[0010] Optionally, a stress analysis model is constructed to analyze the soil disturbance caused by shield construction and the stress characteristics of the pile groups, and to determine the interaction between the soil, piles, and tunnel, including: Midas-GTS finite element software was used to determine the effect of shield tunneling on the internal forces and deformation of the pile foundation based on a two-dimensional numerical calculation model of shield excavation. For the soil, the two-dimensional solid element of the Mohr-Coulomb constitutive model is used to simulate and determine the interaction between pile and soil.

[0011] In a second aspect, an embodiment of the present application provides a shield tunnel proximity pile group influence zoning device based on engineering measures, the device comprising: The interaction relationship determination module is used to construct a stress analysis model for soil disturbance caused by shield construction and the stress characteristics of pile groups, and to determine the interaction relationship between soil, piles and tunnel; The interference degree determination module is used to determine the interference degree of shield construction on pile groups based on the interaction between soil, piles and tunnel; A risk level determination module is used to divide the shield construction into multiple impact areas close to the pile groups according to the degree of interference of the shield construction on the pile groups, and determine the risk level of each impact area, wherein the risk level includes high risk level, medium risk level and low risk level; The engineering protection measures determination module is used to determine engineering protection measures according to the risk level of each affected area to ensure construction and structural safety.

[0012] In a third aspect, the present application further provides a computer device comprising a memory and a processor, wherein the memory stores a computer program, and when the processor executes the computer program, the following steps are implemented: Construct a stress analysis model for the soil disturbance caused by shield construction and the stress characteristics of pile groups to determine the interaction between soil, piles and tunnels; According to the interaction among soil, piles and tunnel, the interference degree of shield construction on pile groups is determined; According to the interference degree of shield construction on pile groups, multiple impact areas of the shield close to the pile groups are divided, and the risk level of each impact area is determined, and the risk level includes high risk level, medium risk level and low risk level; For each impact area, engineering protection measures are determined based on the risk level of the impact area to ensure construction and structural safety.

[0013] In a fourth aspect, the present application further provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the following steps: Construct a stress analysis model for the soil disturbance caused by shield construction and the stress characteristics of pile groups to determine the interaction between soil, piles and tunnels; According to the interaction among soil, piles and tunnel, the interference degree of shield construction on pile groups is determined; According to the interference degree of shield construction on pile groups, multiple impact areas of the shield close to the pile groups are divided, and the risk level of each impact area is determined, and the risk level includes high risk level, medium risk level and low risk level; For each impact area, engineering protection measures are determined based on the risk level of the impact area to ensure construction and structural safety.

[0014] In a fifth aspect, the present application further provides a computer program product, comprising a computer program, which, when executed by a processor, implements the following steps: Construct a stress analysis model for the soil disturbance caused by shield construction and the stress characteristics of pile groups to determine the interaction between soil, piles and tunnels; According to the interaction among soil, piles and tunnel, the interference degree of shield construction on pile groups is determined; According to the interference degree of shield construction on pile groups, multiple impact areas of the shield close to the pile groups are divided, and the risk level of each impact area is determined, and the risk level includes high risk level, medium risk level and low risk level; For each impact area, engineering protection measures are determined based on the risk level of the impact area to ensure construction and structural safety.

[0015] The shield tunnel proximity pile group impact zoning method based on engineering measures provided in the embodiment of the present application can at least accurately predict the degree of disturbance of the pile group by shield construction, and determine engineering protection measures according to the risk levels of multiple impact areas to ensure construction and structural safety and reduce engineering risks and economic losses.

[0016] In order to make the above-mentioned objects, features and advantages of the present application more obvious and easy to understand, preferred embodiments are given below and described in detail with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following is a brief introduction to the drawings required for use in the embodiments. It should be understood that the following drawings only show certain embodiments of the present application and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other relevant drawings can be obtained based on these drawings without creative work.

[0018] Figure 1 A schematic flow chart of a method for zoning the impact of proximity pile groups on shield tunnels based on engineering measures provided in an embodiment of the present application; Figure 2 A schematic diagram showing the cross-sectional position relationship between the light rail and Tunnel No. 1 provided in an embodiment of the present application; Figure 3 A schematic diagram of the cross-sectional position relationship between the light rail and Tunnel 1 provided in an embodiment of the present application; Figure 4 A schematic diagram showing the relationship between the tunnel and the highway ground facilities provided in the embodiment of the present application; Figure 5 Schematic diagram of the relationship between Tunnel 1, the pedestrian bridge on the expressway, and the toll station provided in the embodiment of the present application; Figure 6 A diagram showing the relationship between the positions of the underpass abutments provided in the embodiment of this application; Figure 7 A diagram showing the relationship between the locations of the underpass toll booths provided in the embodiment of this application; Figure 8 A diagram showing the relationship between Tunnel No. 1 and the existing interchange bridge provided in the embodiment of the present application; Figure 9 A schematic diagram of the pile foundation influence range provided in an embodiment of the present application; Figure 10 A diagram of a two-dimensional numerical calculation model for shield excavation provided in an embodiment of the present application; Figure 11 A simplified diagram of the working arrangement provided in the embodiment of this application; Figure 12 Schematic diagram of vertical displacement, horizontal displacement and pile bending moment provided in the embodiment of this application Figure 1 ; Figure 13 Schematic diagram of vertical displacement, horizontal displacement and pile bending moment provided in the embodiment of this application Figure 2 ; Figure 14 Schematic diagram of vertical displacement, horizontal displacement and pile bending moment provided in the embodiment of this application Figure 3 ; Figure 15 A schematic diagram of the vertical displacement of the pile tip provided in an embodiment of the present application; Figure 16 A schematic diagram of the horizontal displacement of the pile tip provided in an embodiment of the present application; Figure 17 A schematic diagram of the maximum bending moment of the pile provided in the embodiment of the present application; Figure 18 1. A structural block diagram of a shield tunnel proximity pile group influence zoning device based on engineering measures in one embodiment; Figure 19 FIG. 1 is a diagram showing the internal structure of a computer device in one embodiment. DETAILED DESCRIPTION

[0019] In order to make the purpose, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all of the embodiments. The components of the embodiments of the present application generally described and shown in the drawings here can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present application provided in the drawings is not intended to limit the scope of the application for which protection is claimed, but merely represents the selected embodiments of the present application. Based on the embodiments of the present application, each other embodiment obtained by those skilled in the art without making creative work falls within the scope of protection of the present application.

[0020] First, the application scenarios to which this application is applicable are introduced. This application can be applied in the field of shield construction technology.

[0021] Jing Technology With the rapid advancement of urbanization, the demand for underground space development is increasing, and shield tunneling has become the mainstream technology for urban rail transit and underground infrastructure construction. However, due to the increasing scarcity of urban underground space resources, shield tunneling often requires proximity to the pile foundations of existing structures (such as bridge piles and building complex pile foundations). Ground disturbance and settlement deformation caused by shield construction not only adversely affect the bearing capacity and stability of adjacent pile foundations but also pose a potential threat to the safety and normal operation of the superstructure, thereby increasing project risks and construction difficulties. Therefore, assessing and controlling the impact of proximity to pile foundations during shield tunneling has become a key technical challenge in current urban underground engineering construction.

[0022] At present, the research on shield construction close to pile foundations in engineering practice is mostly limited to the impact analysis of a single pile foundation or specific conditions, and cannot fully take into account the complex working conditions of shield construction and the diversity of pile foundation groups.

[0023] Particularly during shield construction, the loss of soft soil layers caused by shield tunneling can lead to a redistribution of soil stress fields, resulting in additional settlement and deformation fields in adjacent areas. Especially when the tunnel axis is close to the pile foundation, the release of soil stress can weaken the pile foundation's bearing capacity, leading to increased additional internal forces in the pile body, resulting in pile foundation offset, differential settlement, and increased bending moments in the pile body. Due to the complex soil-structure interaction mechanisms involved in shield construction, it is very difficult to comprehensively consider the combined effects of soil, pile foundation, and tunnel. Existing research has largely focused on numerical simulation or theoretical analysis methods, but there is still a lack of systematic solutions for how to apply theoretical analysis to engineering protection measures in actual projects.

[0024] Currently, research on the impact of shield tunneling near pile foundations in engineering practice is mostly limited to analyzing the impact of single pile foundations or under specific conditions, failing to fully consider the complex working conditions of shield construction and the diverse characteristics of pile groups. Although some engineering experiences have proposed reducing construction impacts through soil reinforcement and adjusting shield construction parameters, a scientific and systematic zoning management method is lacking to quantify the impact of shield construction on pile groups and formulate targeted protective measures. Therefore, developing an engineering-based zoning method for the impact of shield tunneling near pile groups to scientifically delineate construction impact areas, optimize engineering protection designs, and ensure the safety and stability of shield construction and pile foundations has important theoretical significance and engineering application value.

[0025] Based on this, the embodiment of the present application provides a shield tunnel proximity pile group impact zoning method based on engineering measures, which can at least accurately predict the degree of disturbance of the shield construction on the pile group, and determine engineering protection measures according to the risk levels of multiple impact areas to ensure construction and structural safety and reduce engineering risks and economic losses.

[0026] See also Figure 1 , Figure 1 This is a flow chart of a method for zoning the impact of shield tunnel proximity pile groups based on engineering measures provided in an embodiment of the present application. Figure 1 As shown in , the embodiment of the present application provides a method for zoning the impact of shield tunnel proximity pile groups based on engineering measures, including: S101. Construct a stress analysis model for the soil disturbance caused by shield construction and the stress characteristics of pile groups, and determine the interaction relationship between soil, piles and tunnel.

[0027] Specifically, a stress analysis model was constructed to analyze the soil disturbance caused by shield construction and the stress characteristics of pile groups, and to determine the interaction relationship among soil, piles, and tunnel. This included: using Midas-GTS finite element software and a two-dimensional numerical calculation model of shield excavation to determine the impact of the shield tunneling construction process on the internal forces and deformations of the pile foundation; and using the two-dimensional solid element of the Mohr-Coulomb constitutive model to simulate the soil and determine the interaction between piles and soil.

[0028] S102. Determine the degree of interference of shield construction on pile groups based on the interaction among soil, piles and tunnel.

[0029] This application introduces the theory of soil-pile-tunnel interaction to construct an analytical model for the soil disturbance and pile group stress characteristics caused by shield construction. Considering multiple factors such as soil deformation, pile foundation settlement, additional internal forces, and stratum loss, a method combining numerical simulation and theoretical analysis is employed to clarify the mechanisms and propagation patterns of the impact of shield construction on pile group foundations. The model fully accounts for the diverse impacts of different geological conditions, pile group layouts, and shield construction conditions (such as excavation parameters, grouting volume, and excavation face pressure) on pile foundations.

[0030] S103. Divide the shield construction into multiple impact areas close to the pile groups according to the degree of interference of the shield construction on the pile groups, and determine the risk level of each impact area.

[0031] The risk levels include high risk level, medium risk level and low risk level.

[0032] This application divides the impact area of ​​shield tunneling near pile groups into high-risk, medium-risk, and low-risk zones based on the degree of interference caused by shield construction. This zoning is primarily based on the additional settlement, horizontal displacement, pile bending moment, and pile foundation stability indicators of the pile foundation. It also takes into account the relative spatial position of the shield tunnel and the pile group, the characteristics of the pile foundation (single pile, pile group configuration, pile diameter, pile length, etc.), and shield construction parameters. This zoning method provides a scientific basis for the implementation of engineering protection measures, ensuring the reliability and operability of the analysis results.

[0033] S104. Determine engineering protection measures based on the risk level of each affected area to ensure construction and structural safety.

[0034] Specifically, engineering protection can be carried out for at least one impact area with a high risk level in the following ways: joint reinforcement of the pile foundation and stratum in each impact area with a high risk level; adjustment of shield tunneling parameters, and real-time monitoring and control of shield construction to ensure the safety and controllability of the construction process.

[0035] Among them, the methods of joint reinforcement of pile foundations and strata in each impact area with high risk level include grouting reinforcement and consolidation of soil around piles.

[0036] Specifically, in medium-risk areas, measures can be taken to focus on pile foundation monitoring and adjust construction techniques. Measures to adjust construction techniques include optimizing synchronous grouting technology and compensatory grouting.

[0037] Specifically, the construction process can be monitored and risk warnings can be issued in low-risk areas to ensure construction and structural safety.

[0038] This invention formulates differentiated engineering protection measures based on the risk levels of different zones. In high-risk areas, comprehensive protection measures are proposed, including combined reinforcement of pile foundations and strata (such as grouting reinforcement and consolidation of soil around piles), adjustment of shield tunneling parameters (such as reducing propulsion speed and optimizing excavation face support pressure), and real-time monitoring and feedback control. In medium-risk areas, measures are proposed that focus on monitoring pile foundations and adjusting construction processes, such as optimizing synchronous grouting techniques and compensatory grouting. In low-risk areas, emphasis is placed on routine monitoring and risk warning during construction. By implementing these zoned protection measures, the impact of shield construction on pile group foundations can be effectively reduced, ensuring construction and structural safety.

[0039] Optionally, the method further includes: during the shield construction process, monitoring pile foundation settlement parameters, horizontal displacement parameters, bending moment stress parameters and deformation parameters of the soil around the tunnel; judging whether there is a risk of deviation from expectations based on the monitored pile foundation settlement parameters, horizontal displacement parameters, bending moment stress parameters and deformation parameters of the soil around the tunnel; if there is a risk of deviation from expectations, adjusting the shield construction parameters or adding reinforcement measures to ensure the safety of the construction process.

[0040] This application combines engineering monitoring technology with a feedback control mechanism based on real-time monitoring data. During shield construction, by monitoring pile foundation settlement, horizontal displacement, bending stress, and deformation parameters of the soil surrounding the tunnel, the accuracy of zoning and the effectiveness of protective measures are dynamically evaluated. If risk signals deviating from expectations are detected, shield construction parameters are promptly adjusted or reinforcement measures are added to ensure a safe and controllable construction process.

[0041] As an example, take the Jakarta Light Rail bridge pile foundation and shield tunnel as an example.) The Jakarta Light Rail near Tunnel No. 1 is an elevated bridge structure with a pier height of about 10m, a double-track independent pier column support cap structure, and a U-shaped beam. The light rail is designed to have a speed of 100km / h, a maximum operating speed of 85km / h, an axle load of 12 tons, and uses a slab ballastless track. It is predicted that during shield construction, it will pass through the operating light rail, so it is considered as an operating light rail. The light rail bridge piers are independent piers of the pile foundation pedestal that support the top cap structure. The schematic diagram of the position relationship between the independent light rail piers and the cross-section of Tunnel No. 1 is shown in the figure below. Figure 2 As shown in the figure, the schematic diagram of the position relationship between the light rail frame pier and the cross section of Tunnel No. 1 is as follows Figure 3 shown.

[0042] When the shield tunnel was crossing Tunnel No. 1, the light rail in operation was taken into consideration. Since the light rail bridge and Tunnel No. 1 cross and run parallel for a long distance, and the beam structure on the bridge was simple beams, the deformation control values ​​were listed in Table 1 below based on different sections and different pier types (independent column piers and frame piers), in combination with the relevant standards in "Technical Requirements for Crossing Existing Transportation Infrastructure Engineering" DB11 / T 716-2010.

[0043] Table 1:

[0044] Because the shield tunneling section's piers are frame structures with spans exceeding 30 meters, and the frame piers themselves are steel structures, they can be considered a continuous steel-structured bridge. In addition to meeting general bridge standards, settlement and deformation control indicators, especially differential settlement indicators, must also meet the upper frame structure's requirements for differential pier settlement. The monitoring control values ​​for frame piers are shown in Table 2.

[0045] Table 2 Control values ​​of light rail frame pier monitoring project:

[0046] As an example, see Figure 4-Figure 5 , Figure 4-Figure 5 The risk of the location relationship between the pile foundations of highway facilities and the shield tunnel is shown. The facilities on the highway route include pedestrian overpasses, toll booths, interchange bridges (existing and under construction), etc.

[0047] In the part of deformation control value of the shield approaching the pile foundation of highway facilities, the facilities on the highway route include pedestrian overpasses, toll booths, interchange bridges (existing and under construction), etc.

[0048] As a lower-grade bridge, the piers are allowed to have a cumulative settlement of 30mm; a longitudinal differential settlement of piers between beams of 8mm; a differential settlement of piers under staircase structures of 3mm; a lateral differential settlement of piers of 4mm; a horizontal displacement of the abutment of 4mm; a settlement rate control index of 3mm / day; and a crack width of 0.2mm. Toll stations, as roof trusses, should have an inclination standard of 1 / 1000, a settlement standard of 20mm, a differential settlement standard of 1‰L (L is the center-to-center distance between adjacent foundations), a deformation rate of 1.5mm / day, and a crack width of 0.2mm for concrete structures.

[0049] Taking into account the demolition control points such as the university and other demolition control points in the external open-line section of the tunnel entrance, and in order to obtain a more optimal linear and vertical operation, the shield tunnel passes through the highway interchange bridge. The recommended line plan is a line with a plane R=2300m that passes directly through the interchange abutment. The tunnel passes directly under the bottom of the abutment pile, with a vertical clearance of about 2.5m. As the selected line position, two difficult radii were used, namely 1500m and 1400m. Due to the length control of the clamped straight line and the gentle curve, the selected plan requires a speed limit of 150km / h, and the latter has a speed limit of 160km / h, which can basically meet the operation requirements of the nearby Halim station; at this time, the shield passes from the bottom side of the interchange abutment pile, with a horizontal clearance of 4.5m and a vertical clearance of 1.9m; ​​at the same time, it needs to pass directly under the bottom of the toll station roof pile, with a vertical clearance of 3.0m. The relationship between the tunnel and the pile bottom is as follows Figure 6-Figure 7 shown.

[0050] Since the two options have their own advantages and disadvantages, the key to choosing between them is the construction and operation risks of the shield tunnel passing under the bottom of the abutment piles, so the following argumentation is carried out.

[0051] Regarding construction feasibility analysis: Academic research has extensively examined the impact of tunnel excavation beneath piles on pile foundations. Numerous scholars have investigated the relationship between pile foundations and different spatial positions within subway shield tunnels through numerical simulations and theoretical analysis. Using pile settlement and bearing capacity as primary evaluation indicators, combined with pile inclination, they investigated the relative relationship between the stress and deformation properties of the pile foundation and the plastic zone of the collapse arch during tunnel excavation. They proposed relatively quantitative reference values: It is assumed that the loss of pile foundation bearing capacity and pile settlement is significant when the shield cutterhead is between +6m and -12m from the pile axis (positive numbers indicate before crossing, negative numbers indicate after crossing). When the shield tunnel passes beneath the pile bottom, considering the negative friction of the pile, the minimum safe distance between the pile end and the tunnel top can be approximately 3m.

[0052] See also Figure 8The original plan called for the tunnel to pass under an existing interchange abutment, built in the late 1980s. The abutment span is approximately 9 meters and has three pile foundations. The original plan called for the tunnel to pass under an existing interchange abutment currently under construction. The bridge is currently under construction and is expected to open to traffic before the end of 2017. It will become part of the existing structure when Tunnel 1 of the Jakarta-Bandung High-Speed ​​Railway passes under it. The high-speed railway tunnel is approximately 2 meters from the bottom of the abutment pile foundation, a distance too close to potentially compromise the bridge's operational safety. Furthermore, prior to the construction of the Jakarta-Bandung High-Speed ​​Railway's shield tunnel, the interchange abutment deck was in operation, experiencing heavy traffic, making grouting difficult. While tapered slope reinforcement of the abutment was effective, its effectiveness was uncertain.

[0053] See also Figure 9 The technical problem with the current plan (tunnel) is that the pile foundation is too close to the tunnel. During the construction and operation of the high-speed railway, the bearing capacity of the bridge pile foundation will be lost, resulting in large settlement and deformation of the abutment. At the same time, the load on the abutment pile foundation is huge, and the structural calculation of the high-speed railway tunnel is difficult to pass. Therefore, the new bridge and the high-speed railway tunnel affect each other's safety, and the "pier pile foundation replacement and jacking" reinforcement measure must be taken to ensure safety.

[0054] Since subway shield tunnels are relatively small, typically around 6m in diameter, the research conducted by Guo Yuancheng et al. suggests that for tunnels under piles, the horizontal distance between the cutterhead and the pile is typically 1D to 2D, and the distance between the dangerous pile tip and the tunnel top is within 0.5D. The shield diameter for this project is 13.2m. Based on this, the distance between the pile tip and the tunnel top should exceed 6.6m. The recommended route has a clear distance of only 2.5m between the tunnel and the pile bottom, and the interchange bridge has high traffic volume. Calculated total concentrated loads on the upper abutment caps reach 16,000kN. Due to external constraints and poor site conditions for active surface reinforcement, reinforcement effectiveness is difficult to guarantee. The risk of highway bridge settlement during shield tunneling is extremely high. Therefore, the recommended route underpass is rejected in favor of a route bypassing the abutments. Although the alternative plan still passes directly under the bottom of the pile at the toll station, the toll station is a grid structure with a total of 6 single-column piles. The calculated concentrated load on the upper part of a single column is only 240kN, and the four corners of the toll station roof truss have the conditions for temporary surface support and reinforcement. Therefore, the line position plan is not controlled.

[0055] Feasibility of structural stress Taking into account that although the alternative plan avoids the bottom of the abutment piles in plane and has greatly optimized the conditions for controlling the abutment settlement, it is still at a relatively close distance and obliquely passes through the bottom of the piles from the side, and the toll station is directly below the bottom of the single-column pile of the toll station, what is the quantitative value of the additional stress on the upper part of the pile foundation on the upper part of the tunnel, whether it will have a significant impact on the segment structure, and whether it will affect the structural safety, it is necessary to conduct quantitative calculation and analysis.

[0056] According to the foundation design specifications and relevant soil mechanics principles, the problem is reasonably simplified and the corner point method is used to calculate the additional stress at a certain spatial position in the soil. For the interchange abutment pile foundations, assuming the loss of lateral friction in the 1D area above the shield tunnel, the upper concentrated force, minus the bearing capacity of the abutment and a portion of the pile lateral friction, yields a total pile-end force of approximately 5826 kN at the abutment pile base, with an equivalent surface load of approximately 182 kPa. Using the corner point method for vertical additional stress in soils with rectangular surface loads, the additional stress in the tunnel vault pile foundation is essentially zero during lateral underpass, with the maximum additional stress at the 45° spandrel, approximately 8 kPa, representing a relatively minor impact. For the toll station pile foundations, since they are single-column and single-pile structures directly below the pile base, the complete loss of lateral friction is assumed, and the upper load on the steel grid structure is 5 kN / m². The concentrated force at the pile base is approximately 240 kN. Using the corner point method for vertical additional stress in soils with concentrated loads, the maximum additional stress in the tunnel vault pile foundation during direct underpass is approximately 12 kPa, similarly representing a relatively minor impact. Therefore, the alternative is feasible.

[0057] With the widespread acceptance of the concept of "station-city integration" and the rapid development of urban rail transit, shield tunnels constructed in urban areas often pass through existing buildings. Typically, shield tunnels must penetrate the pile foundations of existing buildings.

[0058] Shield construction causes soil loss in soft strata, leading to a redistribution of stress in the soil near the tunnel. Normal stresses around adjacent pile foundations are released to varying degrees, reducing the bearing capacity of the piles. Furthermore, tunnel construction causes ground movement around the tunnel, generating free displacement fields that induce additional bending moments and deformations in the working piles, posing risks to their operational safety. Analysis of the impact of shield tunneling on the pile foundations of adjacent buildings has become a hot topic in urban underground space development.

[0059] The impact zoning method for shield tunnels near pile groups based on engineering measures is a commonly used technical approach in shield tunnel construction. It can effectively predict and control the impact of shield tunnels near pile groups, thereby ensuring the safety and stability of shield tunnels.

[0060] Shield tunnel proximity to pile groups refers to the impact on the safety and stability of shield tunnels caused by the proximity of underground pile groups to the shield tunnel during shield tunnel construction due to factors such as geological conditions and ground structure. These impacts include, but are not limited to, the impact of underground pile groups on the shield tunnel, the changes in earth pressure caused by the proximity of underground pile groups to the shield tunnel, and the impact of underground pile groups on shield tunnel construction.

[0061] The engineering-based zoning method for the impact of pile groups adjacent to shield tunnels is a method based on engineering principles and technical means. By zoning the impact of pile groups adjacent to shield tunnels, it can effectively control and reduce the impact of pile groups adjacent to shield tunnels on the shield tunnel.

[0062] The basic idea behind this approach is to zonal the impact of shield tunnels near pile groups, separating areas with greater impact from those with lesser impact, allowing for different control measures. For example, measures such as strengthening the foundation and adding support can be taken in areas with greater impact, while measures such as enhanced monitoring and adjustments to shield tunnel construction parameters can be taken in areas with lesser impact.

[0063] The specific implementation steps of the shield tunnel proximity pile group impact zoning method based on engineering measures are as follows: 1) determine the location and range of the shield tunnel proximity pile groups; 2) analyze the type and extent of the impact of the shield tunnel proximity pile groups; 3) based on the analysis results, divide the impact area of ​​the shield tunnel proximity pile groups into zones; 4) based on the zoning results, formulate corresponding control measures, and implement and monitor them.

[0064] The method of zoning the impact of pile groups adjacent to shield tunnels based on engineering measures is a scientific, reasonable and effective technical method that can effectively control and reduce the impact of pile groups adjacent to shield tunnels on shield tunnels, ensuring the safety and stability of shield tunnels.

[0065] In the analysis of pile foundation effects, the interaction between piles and shield tunnels presents a complex interaction between soil and structures within them. The impact of tunnel construction on adjacent pile foundations is essentially a passive pile problem. Passive piles withstand the displacement and stress release of the surrounding soil caused by the shield tunnel's passage, generating additional pile displacements and internal forces. Currently, analysis methods for passive piles, both domestically and internationally, fall roughly into two categories: holistic analysis and two-stage analysis.

[0066] The holistic analysis method considers the piles, the surrounding soil, and the tunnel construction that causes soil displacement as a whole. A 3D finite element method or finite difference method is typically used for this holistic numerical analysis, calculating the mechanical response of passive piles to soil displacements caused by tunnel construction loads. However, this method is computationally intensive and complex, often requiring specialized software and making it difficult for engineering designers to adopt. Furthermore, accurately simulating the entire tunnel construction process and every step is difficult.

[0067] The two-stage analysis method divides the process of soil displacement affecting passive piles into two stages: in the first stage, empirical, analytical, or finite element methods are used to estimate the free displacement field caused by external loads in the absence of piles; in the second stage, the free displacement field obtained in the first stage is applied to the pile to determine the mechanical response of the pile foundation. Compared to the overall analysis method, the two-stage analysis method is clearer, computationally simpler, and more readily accepted by engineering designers. Commonly used two-stage analysis methods include the simplified analysis method and the displacement-controlled finite element method.

[0068] As an example, a simplified analytical method was used in a two-stage analysis. First, the analytical solution proposed by Loganathan and Poulos was used to estimate the soil free displacement field caused by tunnel excavation. Second, based on the Winkler foundation model, the governing equations for a single pile under passive displacement and their differential form matrix were established. Considering the constraint effect of the "passive piles" in the pile group on the soil free field, the shear displacement method and Mindlin solution were used to obtain the vertical and horizontal soil displacement transfer coefficients. This allowed for the pile-pile interaction of the passive pile group and calculated the blocking displacement of the pile group. Finally, the superposition principle was used to calculate the displacements and internal forces in the pile group caused by tunnel construction. While this simplified analysis method is clearer and computationally simpler than the overall analysis method, it can only analyze the soil displacement field under a single tunnel condition and cannot account for complex situations such as multiple tunnels.

[0069] Among them, the displacement-controlled finite element method follows the idea of ​​stress release, considers using on-site monitoring data or expected deformation of the tunnel section, introduces the displacement loading boundary into the finite element simulation of tunnel construction, and uses the finite element method to analyze the stress and deformation of the adjacent pile foundation. The specific method uses displacement loads instead of the release loads of the tunnel boundary, directly applies the displacement value of the tunnel to the tunnel boundary, and then obtains the displacement change of the surrounding soil. According to the actual monitoring results, the radial deformation of the tunnel section presents radial non-uniform shrinkage deformation in the short term, rather than radial uniform shrinkage deformation. The advantage of the displacement-controlled finite element is that it gives an accurate limit on the soil displacement range based on the stratum loss ratio of tunnel excavation. It does not require accurate simulation of the shield construction excavation process and can consider complex situations such as multiple tunnels.

[0070] Specifically, when studying the impact zoning of shield tunnels adjacent to pile groups, the Midas-GTS finite element software can be used to combine the actual engineering situation with the two-dimensional numerical calculation model of shield excavation through numerical simulation models and working conditions, and analyze the impact of the shield excavation construction process on the internal force and deformation of the pile foundation. Comprehensively consider the impact range of shield excavation on the surrounding area, in order to reduce the impact of boundary effects. The range of the calculation model is 120m (about 9D, D is the tunnel excavation diameter) in the horizontal direction (X direction) and 80.8m (about 6D) in the longitudinal direction (Y direction). The lower surface of the model adopts vertical displacement constraints, the upper surface adopts free boundaries, and each side adopts horizontal displacement constraints in the corresponding direction. The entire model size adopts a mixed grid. According to the Saint-Venant principle, under the condition of ensuring calculation accuracy, in order to improve calculation efficiency, the tunnel grid is divided from dense to sparse and from near to far. The model is as follows Figure 10 shown.

[0071] The soil was simulated using two-dimensional solid elements of the Mohr-Coulomb constitutive model. To better simulate the interaction between piles and soil, the pile foundation was simulated using beam elements. First, a 1D beam element was established, and then a pile interface element was established on the beam element. The shield tunnel excavation diameter was 13.16m, the outer diameter of the segment was 12.8m, the inner diameter of the segment was 11.7m, the segment thickness was 0.55m, and the segment width was 2.0m. The core soil layer of the tunnel was gradually passivated, and the activation and passivation structural elements were used to simulate the shield machine construction. The basic physical and mechanical parameters of the soil layer were selected based on the survey results, and the pile, surrounding rock, and segment parameters were obtained according to Table 3 below.

[0072] Table 3 Model physical and mechanical parameters:

[0073] Initially, the influence range of the shield tunnel within 1D is considered to be close to the pile foundation, which is divided into four zones: I, II, III, and IV. Zone I is 45°~90° and 90°~135°, Zone II is 0°~45° and 135°~180°, Zone III is the upper part of the left and right sides of the shield tunnel, and Zone IV is the lower part of the left and right sides of the shield tunnel. The basic zoning design considers a total of 20 working conditions, with the pile tip positions at D, 3 / 4D, 1 / 2D, 3 / 8D, 1 / 4D, and 1 / 8D, respectively. See Figure 11 .

[0074] When analyzing the results, the internal forces and displacements of pile position Aa are as follows: Figure 12 shown.

[0075] When analyzing the results, the internal forces and displacements of pile position Bb are as follows: Figure 12 shown.

[0076] When analyzing the results, the internal forces and displacements of the Ce pile position are as follows: Figure 12 shown.

[0077] Depend on Figure 15 As can be seen, the vertical displacement of the pile tip decreases with increasing distance between the pile and the tunnel. This is because the disturbance effect of tunnel construction on the pile foundation decreases with increasing distance. The vertical displacement of the pile tip in Line A is the largest, reaching a maximum of 26.67 mm, and the average vertical displacement of the pile tip at positions af reaches 22.29 mm. As the angle between Line B, C, and D and Line A increases, the average vertical displacements of these lines reach 21.62 mm, 3.42 mm, and 0.40 mm, respectively, showing a gradually decreasing trend. The average vertical displacement of the pile tip in Line C and D is relatively small, both below 4 mm, indicating that the disturbance effect of tunnel construction on the piles in these lines is relatively small.

[0078] Depend on Figure 16 As can be seen, the vertical displacement of the pile tip decreases with increasing distance between the pile and the tunnel. This is because the disturbance effect of tunnel construction on the pile foundation decreases with increasing distance. The horizontal displacement of the pile tip in lines A and D is almost zero. Line C has the largest horizontal displacement of the pile tip, with an average horizontal displacement of 7.78 mm. Line B has an average horizontal displacement of 5.40 mm.

[0079] From the above analysis, it can be seen that the disturbance to the pile foundation in Area I is relatively large due to tunnel construction, and the disturbance to Areas II, III, and IV decreases in turn. The disturbance to Areas II and III is not much different, and the disturbance to Area IV is much smaller than that to Area I.

[0080] Depend on Figure 17 It can be seen that the distance between the pile and the tunnel has little effect on the maximum bending moment of the pile. The maximum bending moment of the pile in the C-line area is much greater than that of the piles in the other line areas. The maximum bending moment of the piles in the A and D-line areas is relatively small and fluctuates little with changes in the distance between the pile and the tunnel. The maximum bending moment of the piles in the B-line area lies between the first two.

[0081] The above analysis shows that when the pile foundation is located horizontally to the tunnel, attention should be paid to strengthening the pile body. The impact of tunnel construction on the maximum bending moment of the pile body is greatest in Zone II, followed by Zone III, and smaller in Zones I and II.

[0082] The embodiment of the present application provides a method for zoning the impact of shield tunnels approaching pile groups based on engineering measures, which solves the risks and technical difficulties that may be caused when shield tunnels are approaching pile group foundations during construction. It proposes a method for zoning the impact of shield tunnels approaching pile groups based on engineering measures, which can scientifically evaluate the scope and degree of disturbance impact of shield construction on pile groups, form zoning management principles, and formulate targeted reinforcement and protection measures to ensure the safety and stability of pile foundations and superstructures, thereby realizing the controllable risks of shield construction and the refinement of engineering protection.

[0083] It should be understood that, although the various steps in the flowcharts involved in the various embodiments described above are displayed in sequence according to the instructions of the arrows, these steps are not necessarily executed in sequence in the order indicated by the arrows. Unless otherwise specified herein, there is no strict order restriction on the execution of these steps, and these steps can be executed in other orders. Moreover, at least a portion of the steps in the flowcharts involved in the various embodiments described above can include multiple steps or multiple stages, and these steps or stages are not necessarily executed and completed at the same time, but can be executed at different times, and the execution order of these steps or stages is not necessarily to be carried out in sequence, but can be executed in turn or alternately with other steps or at least a portion of steps or stages in other steps.

[0084] Based on the same inventive concept, embodiments of the present application also provide a device for implementing the aforementioned method for zoning the impact of proximity pile groups in shield tunnels based on engineering measures. The solution provided by this device is similar to the solution described in the aforementioned method. Therefore, the specific limitations of one or more embodiments of the device for zoning the impact of proximity pile groups in shield tunnels based on engineering measures provided below can be found in the aforementioned limitations of the method for zoning the impact of proximity pile groups in shield tunnels based on engineering measures, and will not be repeated here.

[0085] Please refer to Figure 18 In an exemplary embodiment, a device for zoning the impact of shield tunnels approaching pile groups based on engineering measures is provided, including: an interaction relationship determination module 20, used to construct a force analysis model of soil disturbance caused by shield construction and the stress characteristics of pile groups, and determine the interaction relationship among soil, piles, and tunnel; an interference degree determination module 30, used to determine the interference degree of shield construction on pile groups based on the interaction between soil, piles, and tunnel; a risk level determination module 40, used to divide the impact areas of shield tunnels approaching pile groups into multiple areas according to the interference degree of shield construction on pile groups, and determine the risk level of each impact area, wherein the risk level includes high risk level, medium risk level, and low risk level; and an engineering protection measure determination module 50, used to determine engineering protection measures according to the risk level of each impact area to ensure construction and structural safety.

[0086] Each module in the aforementioned device for zoning adjacent pile groups based on engineering measures can be implemented in whole or in part through software, hardware, or a combination thereof. Each module can be embedded in or independent of a processor in a computer device in the form of hardware, or can be stored in a computer device's memory in the form of software, so that the processor can call and execute the corresponding operations of each module.

[0087] In an exemplary embodiment, a computer device is provided, which may be a terminal. The computer device includes a processor, memory, an input / output interface, a communication interface, a display unit, and an input device. The processor, memory, and input / output interface are connected via a system bus, and the communication interface, display unit, and input device are connected to the system bus via the input / output interface. The processor of the computer device provides computing and control capabilities. The memory of the computer device includes a non-volatile storage medium and internal memory. The non-volatile storage medium stores an operating system and a computer program. The internal memory provides an environment for the operation of the operating system and computer program in the non-volatile storage medium. The input / output interface of the computer device is used to exchange information between the processor and an external device. The communication interface of the computer device is used to communicate with an external terminal via wired or wireless communication, which may be achieved via Wi-Fi, a mobile cellular network, near-field communication (NFC), or other technologies. When executed by the processor, the computer program implements a method for zoning the impact of proximity pile groups in shield tunnels based on engineering measures. The display unit of the computer device is used to produce a visual image and may be a display screen, a projection device, or a virtual reality imaging device. The display screen can be a liquid crystal display screen or an electronic ink display screen, and the input device of the computer device can be a touch layer covering the display screen, or a button, trackball or touchpad set on the computer device casing, or an external keyboard, touchpad or mouse.

[0088] Those skilled in the art will understand that Figure 18 The structure shown in the figure is only a block diagram of a part of the structure related to the solution of the present application, and does not constitute a limitation on the computer device to which the solution of the present application is applied. The specific computer device may include more or fewer components than shown in the figure, or combine certain components, or have a different component arrangement.

[0089] In an exemplary embodiment, a computer device is provided, including a memory and a processor, wherein a computer program is stored in the memory, and when the processor executes the computer program, the following steps are implemented: Construct a stress analysis model for the soil disturbance caused by shield construction and the stress characteristics of pile groups to determine the interaction between soil, piles and tunnels; According to the interaction among soil, piles and tunnel, the interference degree of shield construction on pile groups is determined; According to the interference degree of shield construction on pile groups, multiple impact areas of the shield close to the pile groups are divided, and the risk level of each impact area is determined, and the risk level includes high risk level, medium risk level and low risk level; For each impact area, engineering protection measures are determined based on the risk level of the impact area to ensure construction and structural safety.

[0090] In one embodiment, a computer-readable storage medium is provided, on which a computer program is stored. When the computer program is executed by a processor, the following steps are implemented: Construct a stress analysis model for the soil disturbance caused by shield construction and the stress characteristics of pile groups to determine the interaction between soil, piles and tunnels; According to the interaction among soil, piles and tunnel, the interference degree of shield construction on pile groups is determined; According to the interference degree of shield construction on pile groups, multiple impact areas of the shield close to the pile groups are divided, and the risk level of each impact area is determined, and the risk level includes high risk level, medium risk level and low risk level; For each impact area, engineering protection measures are determined based on the risk level of the impact area to ensure construction and structural safety.

[0091] In one embodiment, a computer program product is provided, comprising a computer program, which, when executed by a processor, implements the following steps: Construct a stress analysis model for the soil disturbance caused by shield construction and the stress characteristics of pile groups to determine the interaction between soil, piles and tunnels; According to the interaction among soil, piles and tunnel, the interference degree of shield construction on pile groups is determined; According to the interference degree of shield construction on pile groups, multiple impact areas of the shield close to the pile groups are divided, and the risk level of each impact area is determined, and the risk level includes high risk level, medium risk level and low risk level; For each impact area, engineering protection measures are determined based on the risk level of the impact area to ensure construction and structural safety.

[0092] Those skilled in the art will understand that all or part of the processes in the above-mentioned embodiments can be implemented by instructing the relevant hardware through a computer program. 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. In particular, any reference to memory, database, or other media used in the embodiments provided in this application can include at least one of non-volatile memory and volatile memory. Non-volatile memory can include read-only memory (ROM), magnetic tape, floppy disk, flash memory, optical memory, high-density embedded non-volatile memory, resistive random access memory (ReRAM), magnetic random access memory (MRAM), ferroelectric random access memory (FRAM), phase change memory (PCM), graphene memory, etc. Volatile memory can include random access memory (RAM) or external cache memory, etc. By way of illustration and not limitation, RAM can take various forms, such as static random access memory (SRAM) or dynamic random access memory (DRAM). The databases involved in the various embodiments provided herein may include at least one of a relational database and a non-relational database. Non-relational databases may include, but are not limited to, blockchain-based distributed databases. The processors involved in the various embodiments provided herein may be, but are not limited to, general-purpose processors, central processing units (CPUs), graphics processing units (GPUs), digital signal processors (DSPs), programmable logic devices (PLDs), quantum computing-based data processing logic devices, artificial intelligence (AI) processors, and the like.

[0093] The technical features of the above embodiments can be combined arbitrarily. In order 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 this application.

[0094] The above-described embodiments merely represent several implementation methods of the present application. While the descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the present application. It should be noted that a person of ordinary skill in the art may make various modifications and improvements without departing from the spirit of the present application, and these modifications and improvements fall within the scope of protection of the present application. Therefore, the scope of protection of the present application shall be determined by the appended claims.

Claims

1. A method for zoning the impact of adjacent pile groups on shield tunnels based on engineering measures, characterized by: The method comprises: Construct a stress analysis model for the soil disturbance caused by shield construction and the stress characteristics of pile groups to determine the interaction between soil, piles and tunnels; According to the interaction among soil, piles and tunnel, the interference degree of shield construction on pile groups is determined; According to the interference degree of shield construction on pile groups, multiple impact areas of the shield close to the pile groups are divided, and the risk level of each impact area is determined, and the risk level includes high risk level, medium risk level and low risk level; For each impact area, engineering protection measures are determined based on the risk level of the impact area to ensure construction and structural safety.

2. The method for zoning the impact of adjacent pile groups on shield tunnels according to claim 1 is characterized in that: Provide engineering protection for at least one affected area with a high risk level by: Combined reinforcement of pile foundations and ground for each impact area with high risk level; Adjust shield tunneling parameters and monitor and control shield construction in real time to ensure the safety and controllability of the construction process; Among them, the methods of joint reinforcement of pile foundations and strata in each impact area with high risk level include grouting reinforcement and consolidation of soil around piles.

3. The shield tunnel proximity pile group influence zoning method according to claim 1 is characterized in that: In medium-risk areas, the focus is on pile foundation monitoring and adjustment of construction technology. Measures to adjust construction technology include optimizing synchronous grouting technology and compensatory grouting.

4. The shield tunnel proximity pile group influence zoning method according to claim 1 is characterized in that: In low-risk areas, the construction process is monitored and risk warnings are issued to ensure construction and structural safety.

5. The shield tunnel proximity pile group influence zoning method according to claim 1 is characterized in that: The method further comprises: During shield construction, monitor pile foundation settlement parameters, horizontal displacement parameters, bending moment stress parameters, and soil deformation parameters around the tunnel; Determine whether there is a risk of deviation from expectations based on monitoring pile foundation settlement parameters, horizontal displacement parameters, bending moment stress parameters, and deformation parameters of the soil surrounding the tunnel; If there is a risk of deviation from expectations, the shield construction parameters should be adjusted or reinforcement measures should be added to ensure the safety of the construction process.

6. The shield tunnel proximity pile group influence zoning method according to claim 1 is characterized in that: A stress analysis model was constructed to analyze the soil disturbance caused by shield construction and the stress characteristics of pile groups, and to determine the interaction between soil, piles, and tunnels, including: Midas-GTS finite element software was used to determine the effect of shield tunneling on the internal forces and deformation of the pile foundation based on a two-dimensional numerical calculation model of shield excavation. For the soil, the two-dimensional solid element of the Mohr-Coulomb constitutive model is used to simulate and determine the interaction between pile and soil.

7. A shield tunnel proximity pile group influence zoning device based on engineering measures, characterized by: The device comprises: The interaction relationship determination module is used to construct a stress analysis model for soil disturbance caused by shield construction and the stress characteristics of pile groups, and to determine the interaction relationship between soil, piles and tunnel; The interference degree determination module is used to determine the interference degree of shield construction on pile groups based on the interaction between soil, piles and tunnel; A risk level determination module is used to divide the shield construction into multiple impact areas close to the pile groups according to the degree of interference of the shield construction on the pile groups, and determine the risk level of each impact area, wherein the risk level includes high risk level, medium risk level and low risk level; The engineering protection measures determination module is used to determine engineering protection measures according to the risk level of each impact area to ensure construction and structural safety.

8. A computer device comprising a memory and a processor, wherein the memory stores a computer program, wherein: When the processor executes the computer program, the steps of the method according to any one of claims 1 to 6 are implemented.

9. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the steps of the method according to any one of claims 1 to 6 are implemented.

10. A computer program product comprising a computer program, characterized in that When the computer program is executed by a processor, the steps of the method according to any one of claims 1 to 6 are implemented.

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