CN118246091A - Simulation method and system for shield cutter head cutting reinforced concrete pile foundation load - Google Patents
Simulation method and system for shield cutter head cutting reinforced concrete pile foundation load Download PDFInfo
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- 238000004088 simulation Methods 0.000 title claims abstract description 142
- 238000005520 cutting process Methods 0.000 title claims abstract description 104
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Abstract
The invention discloses a method and a system for simulating the load of a shield cutter head cutting reinforced concrete pile foundation. The simulation method for the shield cutter head to cut the reinforced concrete pile foundation load comprises the following steps: acquiring shield pile foundation data; constructing a shield pile foundation comprehensive simulation model; and obtaining shield cutting pile foundation comprehensive load data calculated by the shield pile foundation comprehensive evaluation model, comparing the shield cutting pile foundation comprehensive load data with actual operation feedback data, and analyzing and adjusting. According to the invention, the shield cutting pile foundation comprehensive load data is obtained through the shield pile foundation comprehensive simulation model comprising the PFC time step model, the mechanical displacement model, the calibrated soil body microscopic parameter model, the soil body contact selection model and the particle adhesive force model, and is compared with actual operation feedback data and analyzed and adjusted, so that the effect of improving the simulation accuracy of the soil pile foundation load is achieved, and the problem that the simulation accuracy of the shield cutting reinforced concrete pile foundation load cannot be improved in the prior art is solved.
Description
Technical Field
The invention relates to the technical field of shield cutting simulation, in particular to a method and a system for simulating the load of a reinforced concrete pile foundation cut by a shield cutter head.
Background
With the development of urban planning construction, the requirements and demands of the field of underground engineering for related technologies are rising, and underground engineering such as subways, tunnels, bridge foundations and the like usually need to pass through reinforced concrete pile foundations. Traditional methods involve the removal or modification of pile foundations, which are time consuming and expensive. Therefore, there is a need for a shield cutterhead cutting technique to complete an underground project while maintaining the integrity of pile foundations, so that a simulation method for cutting reinforced concrete pile foundations by the shield cutterhead has been developed, especially in urban underground foundation projects. The technology can be used for the construction of underground engineering such as subway tunnels, bridge foundations, sewage pipelines and the like, and can reduce the construction cost, reduce the influence on the surrounding environment and improve the engineering efficiency.
The existing simulation method and system for the shield cutter head to cut the reinforced concrete pile foundation load are realized by the following technology, and the method comprises the following steps: structural mechanics and load analysis: it is necessary to understand the structural characteristics and load bearing mechanics of reinforced concrete pile foundations. Finite element analysis: finite element analysis is a numerical simulation method used for simulating the mechanical behavior of a complex structure. Computer programming and simulation software: development of the simulation method and system requires computer programming and use of related simulation software to build a model, conduct numerical analysis, and visualize the simulation results. The monitoring technology comprises the following steps: in practical engineering, the technology for monitoring the shield cutting process and pile foundation load is also a part of the background technology.
For example, bulletin numbers: the invention patent publication of CN106066920B discloses a numerical analysis method for the influence of shield construction of an upper and lower overlapped tunnel on a underpinning pile foundation, which comprises the following steps: and simulating a underpinning pile foundation model bearing load by using FLAC3D finite difference software, analyzing sedimentation and deformation rules of the underpinning pile foundation model, simulating the tunnel excavation process of the overlapped tunnel after underpinning the pile foundation, analyzing the influence of the overlapping tunnel excavation by a shield method on the surface sedimentation and pile foundation displacement stress, analyzing and comparing the excavation sequence, the tunnel spacing and the physical parameters of deep burial, pile diameter and spacing of the underpinning pile foundation by single factor analysis, analyzing the influence of different factors on the underpinning pile foundation, and finally obtaining corresponding simulation values and pile foundation sedimentation and deformation trends.
For example, publication No.: the invention patent of CN114935465A discloses a system for simulating disturbance of shield construction to an existing pile foundation, which comprises: the model box, set up model pile foundation and model tunnel in the inside of model box to and micro-pump, data acquisition device, servo loading device, operation master control device, centrifuge, camera and the computer of setting up outside the model box.
However, in the process of implementing the technical scheme of the embodiment of the application, the inventor discovers that the above technology has at least the following technical problems:
In the prior art, the material property of a reinforced concrete structure and the cutter head cutting process are very complex, the soil sample factors considered by simulation are always insufficient, and the problem that the simulation accuracy of the shield cutting reinforced concrete pile foundation load cannot be improved exists.
Disclosure of Invention
The embodiment of the application solves the problem that the simulation accuracy of the shield cutting reinforced concrete pile foundation load cannot be improved in the prior art by providing the simulation method and the system for the shield cutting reinforced concrete pile foundation load, and achieves the effect of improving the simulation accuracy of the shield cutting reinforced concrete pile foundation load.
The embodiment of the application provides a simulation method for a shield cutter head to cut a reinforced concrete pile foundation load, which comprises the following steps: obtaining shield pile foundation data, wherein the shield pile foundation data comprises geological data, reinforced concrete pile foundation data, shield cutterhead data, actual operation feedback data and a historical problem type data set; constructing a shield pile foundation comprehensive simulation model, wherein the shield pile foundation comprehensive simulation model comprises a PFC time step model, a mechanical displacement model, a calibrated soil body mesoscopic parameter model, a soil body contact selection model and a particle adhesive force model; and obtaining shield cutting pile foundation comprehensive load data calculated by the shield pile foundation comprehensive evaluation model, comparing the shield cutting pile foundation comprehensive load data with actual operation feedback data, and analyzing and adjusting.
Further, the specific steps of comparing, analyzing and adjusting the shield cutting pile foundation comprehensive load data with actual operation feedback data are as follows: evaluation, comparison and judgment: comparing the shield cutting pile foundation comprehensive load data obtained by constructing the shield pile foundation comprehensive simulation model through simulation calculation with actual operation feedback data, judging that the shield pile foundation comprehensive simulation model has a problem if the numerical difference of the two compared values is out of a predefined error allowable range, and recording all data obtained by simulating and calculating the shield pile foundation comprehensive simulation model as shield pile foundation comprehensive simulation model problem data; quantitative analysis: comparing and calculating a specific difference value between the shield pile foundation comprehensive simulation model problem data and corresponding actual operation feedback data through a relevant linear regression algorithm to obtain difference problem data; and (3) analysis and judgment: according to the quantitative analysis result, identifying the problem type corresponding to the difference problem data through a machine learning algorithm to obtain a problem type data set; contrast training: comparing the data in the problem type data set with the data in the history problem type data set, if the two groups of data in the comparison are the same, judging that the problem is known, otherwise, judging that the problem is unknown; the adjusting method comprises the following steps: adding a historical problem type data set into unknown problem data, performing data training on the historical problem type data set to obtain a corresponding adjustment method, and optimizing a shield pile foundation comprehensive simulation model according to the corresponding adjustment method; feedback optimization: and feeding the optimized shield pile foundation comprehensive simulation model back to the historical problem type dataset according to actual operation feedback data to perform data training again.
Further, the specific steps of constructing the shield pile foundation comprehensive simulation model are as follows: building a PFC time step model for determining a PFC time step; constructing a mechanical displacement model for determining a particle stress motion rule; constructing a soil body contact selection model for selecting an inter-particle contact model corresponding to an excavated soil body according to reinforced concrete pile foundation data, and constructing a calibrated soil body mesoscopic parameter model for calibrating soil body mesoscopic parameters according to geological data; updating the current model time, dynamically creating or deleting the contact force in the model according to the position of the current entity, and updating the contact force of each inter-particle contact model in the inter-particle contact model according to the mechanical displacement model; and constructing a particle adhesive force model, judging the comprehensive simulation condition of the shield pile foundation according to the contact force ratio of the cutter head simulated incision contact force and the particle adhesive force model, and generating comprehensive load data of the shield cutting pile foundation according to the comprehensive simulation condition.
Further, the specific calculation formula for determining the PFC time step is as follows: Wherein T represents a PFC time step, m represents a PFC discrete element particle predefined mass, I represents a PFC discrete element particle predefined inertial tensor, ktran and krot respectively represent a PFC discrete element particle predefined translational stiffness and rotational stiffness, the simulation is divided into a plurality of PFC time points according to the PFC time step, T 0＝1,2,...,t,t0 represents the number of the PFC time point, T represents the total number of the PFC time points, and e represents a natural constant.
Further, the specific calculation formula for constructing the mechanical displacement model is as follows: Wherein a 0＝1,2,...,a,a0 represents the number of particles in PFC, a represents the total number of particles in PFC, and/> A mechanical displacement formula of the a 0 th particle in PFC is expressed,Indicates the resultant force acting on the particles,Representing the position vector of the a 0 th particle in PFC,Represents the gravitational acceleration of the a 0 th particle in PFC,Representing the mass of the a 0 th particle in PFC,Representing the resultant moment acting on the a 0 th particle in PFC,Represents the angular momentum of the a 0 th particle in PFC,Representing the inertial tensor of the a 0 th particle in PFC,The angular velocity of the a 0 th particle in PFC is indicated.
Further, the specific calculation formula of the calibrated soil body mesoscopic parameter model is as follows: In the method, sigma represents a calibrated soil body mesoscopic parameter index,/> Representing soil mass generation grain quantity data, theta representing moire intensity envelope pressure data corresponding to the soil mass generation grain quantity data, C Diameter of the pipe representing grain predefined radius data of the soil mass, C Hole(s) representing grain predefined porosity data of the soil mass, C Secret key representing grain predefined density data of the soil mass, P Ruler representing predefined sample size data of the soil mass, mu representing negative influence matching coefficient of analog computation corresponding to the predefined sample size data of the soil mass,AndRespectively representing the particle predefined radius data of the soil body, the particle predefined porosity data of the soil body and the influence matching factors of the particle predefined density data of the soil body corresponding to the calibrated soil body mesoscopic parameter indexes, wherein e represents a natural constant; and (3) comparing and judging according to the calibrated soil body mesoscopic parameter index and the predefined calibrated soil body mesoscopic parameter index, and readjusting the particle predefined porosity data, the particle predefined density data and the predefined sample size data of the soil body included in the calibrated soil body mesoscopic parameter index outside the predefined error range.
Further, the specific acquisition steps of the inter-particle contact model corresponding to the selected excavated soil body are as follows: the method comprises the steps of obtaining macroscopic mechanical parameter data of an excavated soil body when a shield cutter head cuts a reinforced concrete pile, and obtaining data of fine parameter calibration of the soil body according to the macroscopic mechanical parameter data; evaluating macroscopic mechanical parameter data of the soil body to obtain a soil body contact selection model, wherein the concrete calculation formula of the soil body contact selection model is as follows: Wherein ζ represents a soil body contact model selection coefficient, A 1 represents a soil body tensile strength data, A Pulling device represents a predetermined soil body tensile strength standard data, A 2 represents a soil body shear strength data, A Cutting and cutting represents a predefined soil body shear strength standard data, A 3 represents a soil body cohesive strength data, A Adhesive tape represents a predefined soil body cohesive strength standard data, ψ 1、ψ2 and ψ 3 respectively represent a soil body tensile strength, a soil body shear strength and a soil body cohesive strength weight factor corresponding to a soil body contact model selection coefficient, and e represents a natural constant; and selecting a corresponding soil body contact model according to the soil body contact model selection coefficient.
9. Further, the specific calculation formula of the adhesive force model for constructing the particles is as follows: In the/> Represents the adhesion of the a 0 th particle at the time point t 0 PFC,Maximum normal stress representing the adhesive force of the a 0 th particle at the t 0 th PFC time point,Maximum tangential stress representing the adhesive force of the a 0 th particle at the t 0 th PFC time point,Modulus value of normal force representing adhesive force of a 0 th particle at t 0 th PFC time point,Modulus of tangential force representing adhesion force of a 0 th particle at t 0 th PFC time point,A bending moment indicating the adhesive force of the a 0 th particle at the t 0 th PFC time point,Torque indicating adhesion of the a 0 th particle at the t 0 th PFC time point,Values representing the area of the bonding contact plane of the a 0 th particle at the t 0 th PFC time point,Representing the moment of inertia of the bonding contact plane of the a 0 th particle at the t 0 th PFC time point,Polar moment of inertia, representing the plane of cohesive contact of the a 0 th particle at the t 0 PFC time point,Represents the contact radius of the bonding contact plane of the a 0 th particle at the t 0 PFC time point, and β represents the contribution weight factor of the predefined moments.
Further, the specific steps of generating shield cutting pile foundation comprehensive load data according to the method are as follows: setting parameters of a simulated cutterhead according to data of the shield cutterhead, bringing force and moment of simulated cutting particles of the cutterhead into a mechanical displacement model to obtain simulation data of particles at different PFC time points, acquiring corresponding simulation data of the particles through functions of the built-in PFC wall body to obtain cutterhead load data at different PFC time points, and obtaining comprehensive load data of a shield cutting pile foundation.
The embodiment of the application provides a simulation system for cutting reinforced concrete pile foundation load of a shield cutter head, which comprises a shield pile foundation acquisition module, a shield pile foundation comprehensive simulation module and a shield pile foundation analysis module, wherein the simulation system comprises a shield pile foundation acquisition module, a shield pile foundation comprehensive simulation module and a shield pile foundation analysis module: the shield pile foundation acquisition module is used for acquiring shield pile foundation data, wherein the shield pile foundation data comprises geological data, reinforced concrete pile foundation data, shield cutterhead data, actual operation feedback data and a historical problem type data set; the shield pile foundation comprehensive simulation module is used for constructing a shield pile foundation comprehensive simulation model, and the shield pile foundation comprehensive simulation model comprises a PFC time step model, a mechanical displacement model, a calibrated soil body mesoscopic parameter model, a soil body contact selection model and a particle adhesive force model; the shield pile foundation analysis module is used for acquiring shield cutting pile foundation comprehensive load data calculated by the shield pile foundation comprehensive evaluation model, comparing the shield cutting pile foundation comprehensive load data with actual operation feedback data, and analyzing and adjusting the shield cutting pile foundation comprehensive load data.
The embodiment of the application provides a computer readable storage medium for storing a program, and the program is executed by a processor to realize a simulation method for cutting reinforced concrete pile foundation load by a shield cutter head.
One or more technical solutions provided in the embodiments of the present application at least have the following technical effects or advantages:
1. According to the invention, the shield cutting pile foundation comprehensive load data is obtained through the shield pile foundation comprehensive simulation model comprising the PFC time step model, the mechanical displacement model, the calibrated soil body microscopic parameter model, the soil body contact selection model and the adhesion model of particles, and is compared with actual operation feedback data and analyzed and adjusted, so that the effect of improving the simulation accuracy of the soil pile foundation load is achieved, and the problem that the simulation accuracy of the shield cutting reinforced concrete pile foundation load cannot be improved in the prior art is solved.
2. The shield pile foundation comprehensive simulation model is respectively simulated by a PFC discrete finite element simulation method by constructing the shield pile foundation comprehensive simulation model which comprises a PFC time step model, a mechanical displacement model, a calibrated soil body mesoscopic parameter model, a soil body contact selection model and a granule adhesive force model, so that shield cut pile foundation comprehensive load data is obtained, and the objectivity of the simulation of the shield cut reinforced concrete pile foundation load is improved.
3. The simulation method is analyzed and adjusted through the steps of evaluation, comparison and judgment, quantitative analysis, analysis and judgment, comparison and training, adjustment method and feedback optimization on the comprehensive load data of the shield cutting pile foundation and the actual operation feedback data, so that the simulation method can be adjusted according to specific actual working conditions, and further the robustness of the simulation of the shield cutting reinforced concrete pile foundation load is improved.
Drawings
Fig. 1 is a flowchart of a simulation method for cutting reinforced concrete pile foundation load by a shield cutter head according to an embodiment of the application;
fig. 2 is a schematic diagram of a statistical analysis box diagram of cutter thrust provided by an embodiment of the present application;
Fig. 3 is a schematic diagram of a statistical analysis box diagram of cutter torque provided by an embodiment of the present application;
FIG. 4 is a schematic view of the Moire intensity envelope of the silty clay ③ -1b1-2 provided in the examples of the present application;
FIG. 5 is a schematic view of the Moire intensity envelope of the silty clay ④ -3b1-2 provided in the examples of the present application;
Fig. 6 is a schematic structural diagram of a discrete element numerical model of shield cut reinforced concrete according to an embodiment of the present application;
Fig. 7 is a schematic structural diagram of a cutter configuration drawing of a shield cutterhead provided by the embodiment of the application;
FIG. 8 is a schematic diagram of a contact group in a PFC3D model after the Fish function is called according to an embodiment of the present application;
fig. 9 is a schematic diagram of a simulated cutterhead thrust variation curve provided in an embodiment of the present application;
fig. 10 is a schematic diagram of a torque variation curve of a simulated cutterhead according to an embodiment of the present application.
Detailed Description
The embodiment of the application solves the problem that the simulation accuracy of the shield cutting reinforced concrete pile foundation load cannot be improved in the prior art by providing the simulation method and the system for the shield cutter head cutting reinforced concrete pile foundation load, and achieves the effect of improving the simulation accuracy of the shield cutting reinforced concrete pile foundation load by comparing with actual operation feedback data and analyzing and adjusting after the shield pile foundation comprehensive simulation model is constructed.
The technical scheme in the embodiment of the application aims to solve the problem that the simulation accuracy of the shield cutting reinforced concrete pile foundation load cannot be improved, and the overall thought is as follows:
The shield cutting pile foundation comprehensive load data is obtained through the shield pile foundation comprehensive simulation model comprising a PFC time step model, a mechanical displacement model, a calibrated soil body mesoscopic parameter model, a soil body contact selection model and a particle adhesive force model, and is compared with actual operation feedback data, and is analyzed and adjusted, so that the effect of improving the simulation accuracy of the soil pile foundation load is achieved.
In order to better understand the above technical solutions, the following detailed description will refer to the accompanying drawings and specific embodiments.
As shown in fig. 1, a flow chart of a simulation method for cutting a reinforced concrete pile foundation load by a shield cutter head provided by an embodiment of the application is provided, and the method comprises the following steps: acquiring shield pile foundation data, wherein the shield pile foundation data comprises geological data, reinforced concrete pile foundation data, shield cutterhead data, actual operation feedback data and a historical problem type data set; constructing a shield pile foundation comprehensive simulation model, wherein the shield pile foundation comprehensive simulation model comprises a PFC time step model, a mechanical displacement model, a calibrated soil body mesoscopic parameter model, a soil body contact selection model and a particle adhesive force model; and obtaining shield cutting pile foundation comprehensive load data calculated by the shield pile foundation comprehensive evaluation model, comparing the shield cutting pile foundation comprehensive load data with actual operation feedback data, and analyzing and adjusting.
Further, the concrete steps of comparing the shield cutting pile foundation comprehensive load data with actual operation feedback data and analyzing and adjusting are as follows: evaluation, comparison and judgment: comparing the shield cutting pile foundation comprehensive load data obtained by constructing the shield pile foundation comprehensive simulation model through simulation calculation with actual operation feedback data, judging that the shield pile foundation comprehensive simulation model has a problem if the numerical difference of the two compared values is out of a predefined error allowable range, and recording all data obtained by simulating and calculating the shield pile foundation comprehensive simulation model as shield pile foundation comprehensive simulation model problem data; quantitative analysis: comparing and calculating a specific difference value between the shield pile foundation comprehensive simulation model problem data and corresponding actual operation feedback data through a relevant linear regression algorithm to obtain difference problem data; and (3) analysis and judgment: according to the quantitative analysis result, identifying the problem type corresponding to the difference problem data through a machine learning algorithm to obtain a problem type data set; contrast training: comparing the data in the problem type data set with the data in the history problem type data set, if the two groups of data in the comparison are the same, judging that the problem is known, otherwise, judging that the problem is unknown; the adjusting method comprises the following steps: adding a historical problem type data set into unknown problem data, performing data training on the historical problem type data set to obtain a corresponding adjustment method, and optimizing a shield pile foundation comprehensive simulation model according to the corresponding adjustment method; feedback optimization: and feeding the optimized shield pile foundation comprehensive simulation model back to the historical problem type dataset according to actual operation feedback data to perform data training again.
In this embodiment, as shown in fig. 2, a schematic diagram of a statistical analysis box diagram of a cutterhead thrust provided by the embodiment of the application provides numerical calculation data and measured data of the thrust, and because only the thrust generated by the cutterhead cutting into a soil body and a pile foundation is calculated in numerical simulation, the friction resistance between a shield shell and surrounding soil bodies is ignored, and therefore the numerical calculation thrust data is smaller than the measured data. The pile cutting sections I to VI are all used as examples, and the average thrust values of the pile cutting sections I to VI are 8713kN, 9875kN, 12305kN and 13701kN in sequence, which shows that the average thrust value of the cutter disc increases along with the increase of the pile cutting section area. The thrust quartering bit distances of the pile cutting sections I to VI are 1240kN, 1396kN, 2004kN and 2310kN in sequence, which shows that as the contact area of the cutter head for pile cutting increases, the main fluctuation interval of the cutter head thrust increases, and the increase of the pile cutting area leads to the increase of the number of pile cutting cutters. The pile cutting section II and the pile cutting section VI of the main reinforcement cut by the cutter head have more abnormal peaks than the other two pile cutting sections, which indicates that the cutter head load change is severe due to the cutting of the pile foundation main reinforcement; the cutter head cuts stirrups at the pile cutting section III so that a small amount of abnormal peaks exist, and the cutter head only cuts concrete at the pile cutting section I so that no abnormal peak exists. As shown in fig. 3, a schematic diagram of a box diagram of statistical analysis of cutter torque provided by the embodiment of the application provides numerical calculation data and actual measurement data of torque, and it can be seen that the numerical calculation data and the actual measurement data are relatively consistent, and the rationality of numerical calculation is verified. The average value of cutter torque of the sections I to VI of the cut piles is 2404 kN.m, 2644 kN.m, 3232 kN.m and 3585 kN.m, which shows that the average value of cutter torque increases with the increase of the sectional area of the cut piles; the torque quartering bit distances of the pile cutting sections I to VI are as follows: 248 kN.m, 300 kN.m, 419 kN.m, 503 kN.m, show that the main fluctuation interval of cutter head torque increases with the increase of the pile cutting sectional area. The distribution rule of abnormal peaks of the torque of the cutterhead is consistent with the thrust, but the number of the abnormal peaks of the torque is more than the thrust. The following general conclusion can be obtained through the data comparison and adjustment of multiple comparison simulation and actual condition feedback: along with the increase of the contact area of the pile cutting, the cutter loads such as the cutter thrust, the torque, the unbalanced resultant force and the overturning moment are increased, and the main fluctuation interval is also increased. When the cutter head cuts the steel bars, particularly cuts the main steel bars, more abnormal peaks appear in the cutter head load, which indicates that the cutter head load changes severely due to the cutting of the steel bars. As the speed of propulsion increases, the cutterhead thrust, torque, imbalance forces and overturning moments all increase. The influence degree of the rotating speed of the cutterhead on the cutterhead load is small. With the increase of the pile foundation offset distance, the thrust force tends to be gradually reduced, and the torque, the unbalanced force and the overturning moment tend to be increased and then reduced. The shield should be operated in a "low penetration, high rotational speed" pile grinding mode, i.e. the speed of propulsion is reduced to reduce penetration, thereby reducing the cutter head load, while the rotational speed may remain normal. When the offset distance of the pile foundation is about 1.2m, the unbalance force and the overturning moment of the cutter head reach the maximum values, and when the pile foundation is cut, the cutter head should be carefully stressed to be unbalanced so as to cause the overturning, and the pile is cut in a low-push-speed mode. Comparing and analyzing the comprehensive simulation data with actual shield pile foundation operation feedback data to ensure that the simulation result accords with the actual condition, and expanding the steps: data collection and arrangement: and collecting actual shield pile foundation operation feedback data, including operation records, soil mechanical properties, underground structure conditions and the like of the shield machine. and obtaining original data for simulation, including stratum information, shield machine parameters, cutter head design and the like. The data is organized and organized for comparison and analysis. Data preprocessing: for actual data and analog data, data cleaning and preprocessing is performed, including outlier removal, data interpolation, unit consistency, etc., to ensure consistency and comparability of the data. And (3) establishing a model: based on the actual data and the simulation data, a proper numerical model is established to simulate the behavior of the shield pile foundation. This may include simulation tools for finite element analysis, computational fluid dynamics, and the like. And (3) comparing simulation results: and (3) running simulation to obtain simulation results, including load distribution, underground displacement, stress distribution and the like. The simulation results are compared with the actual data, in particular at key locations and time points. Quantitative analysis: the differences between the simulated data and the actual data are quantitatively analyzed using suitable statistical methods and analysis tools. This may include root mean square error, correlation coefficient, etc. Identifying differences and problems: and identifying differences and problems between the simulation data and the actual data according to the quantitative analysis result, wherein the differences and problems comprise inconsistent load distribution, displacement deviation, abnormal stress and the like. Analyzing the reason: the reasons of the analysis differences are considered whether the analysis is caused by factors such as inaccurate model parameters, inaccurate soil property assumption, incorrect shield tunneling machine parameters and the like. Adjusting model parameters: if the model parameters are found to be inaccurate, the model parameters are adjusted according to the analysis result so that the simulation result is closer to the actual situation. simulation again verifies: and (5) carrying out simulation again by using the adjusted model parameters to generate a new simulation result. And (3) comparison and verification: and comparing and verifying the new simulation result with the actual data again to ensure that the simulation result is more accurate. Iteration and optimization: if there is still a discrepancy, multiple iterations can be performed, continually adjusting the model and parameters until the simulation results match the actual data. Documents and reports: the simulation process, data comparison, tuning steps and results are recorded, and detailed documents and reports are generated for project team and related stakeholders to review and reference. These steps will help to acquire, compare and adjust shield cut pile foundation comprehensive load data to better reflect actual underground conditions and engineering requirements. This helps to increase the feasibility and success of the project.
Further, the specific steps of constructing the shield pile foundation comprehensive simulation model are as follows: building a PFC time step model for determining a PFC time step; constructing a mechanical displacement model for determining a particle stress motion rule; constructing a soil body contact selection model for selecting an inter-particle contact model corresponding to an excavated soil body according to reinforced concrete pile foundation data, and constructing a calibrated soil body mesoscopic parameter model for calibrating soil body mesoscopic parameters according to geological data; updating the current model time, dynamically creating or deleting the contact force in the model according to the position of the current entity, and updating the contact force of each inter-particle contact model in the inter-particle contact model according to the mechanical displacement model; and constructing a particle adhesive force model, judging the comprehensive simulation condition of the shield pile foundation according to the contact force ratio of the cutter head simulated incision contact force and the particle adhesive force model, and generating comprehensive load data of the shield cutting pile foundation according to the comprehensive simulation condition.
In this embodiment, the Discrete Element Method (DEM) is a method for performing explicit time-step iterative solution based on newton's law of motion, and the particle flow method (PFC) is one of the discrete element methods, and includes two-dimensional (PFC 2D) and three-dimensional (PFC 3D) modes. PFC models consist of entities, sheets and contacts, the entities being divided into three categories, balls, clusters and walls, wherein balls and clusters are collectively referred to as particles. The computational flow of the particle flow method may be modeled in terms of state by performing a series of computational cycles, the present invention using a solid model of the PFC model, which is a sphere. Each calculation cycle is referred to as a time step. The PFC time step calculation flow mainly comprises the following steps: ① Determining an effective and limited time step to ensure that contacts between all entity units are retrieved in one time step to ensure stability of the numerical model; ② Based on the motion law (Newton's motion law), updating the position, speed, acceleration, angular velocity and angular acceleration of each entity in the model according to the current time step and the force and moment calculated in the previous time step; ③ Adding the current time step to the model time at the end of the previous time step, and updating the model time; ④ Dynamically creating and deleting contacts in the model according to the position of the current entity; ⑤ The force and moment between each contact in the model are updated according to the force-displacement rule of the contact model, the contact force between two mutually contacted entities is determined in PFC through the force-displacement rule, the direction of the contact force is determined by the relative positions of the two entities, and the force-displacement rule of each contact in the model is determined by the contact model of the contact. The contact between entities in PFC is divided into two types of particle-particle (ball-ball) and particle-wall (ball-wall), and the contact related to a discrete element numerical model of a shield cutting reinforced concrete pile foundation can be divided into three main types: the contact between discrete element particles and a wall body, the contact between soil particles and the contact between reinforced concrete particles in a pile foundation are respectively required to be designated and assigned when numerical calculation is carried out.
Further, a specific calculation formula for determining the PFC time step is: Wherein T represents a PFC time step, m represents a PFC discrete element particle predefined mass, I represents a PFC discrete element particle predefined inertial tensor, ktran and krot respectively represent a PFC discrete element particle predefined translational stiffness and rotational stiffness, the simulation is divided into a plurality of PFC time points according to the PFC time step, T 0＝1,2,...,t,t0 represents the number of the PFC time point, T represents the total number of the PFC time points, and e represents a natural constant.
In this embodiment, the automatic time step is a model stabilization time step automatically calculated by the PFC program, and the minimum value is determined by the motion constraint and the stiffness constraint, and in the PFC discrete meta-model of the present invention, if the rebar particle size is set to be the actual rebar diameter, the automatic time step calculated by the PFC program is about 1.25×10 -6, which is equivalent to the program iteration calculation of 8×10 5 steps in the actual 1s time of the simulation calculation, which results in very long calculation time of the model. For specific PFC discrete element particles, a specific PFC time step can be calculated certainly, and it is noted that the calculation efficiency requirement of the PFC time step also limits the requirement of the predefined parameter of the PFC discrete element particles, so that the particle size of the reinforcing steel bar particles is enlarged to be equal to the particle size of the concrete particles, at this time, the automatic time step calculated by the PFC program is about 3×10 -6, and the fixed time step is 1.0×10 -6 on the premise of ensuring that the calculation model does not oscillate, so as to reduce the calculation time of the model, improve the calculation efficiency, and the intermediate time period of two PFC time points is the automatic time step.
Further, a specific calculation formula for constructing the mechanical displacement model is as follows: Wherein a 0＝1,2,...,a,a0 represents the number of particles in PFC, a represents the total number of particles in PFC, and/> A mechanical displacement formula of the a 0 th particle in PFC is expressed,Indicates the resultant force acting on the particles,Representing the position vector of the a 0 th particle in PFC,Represents the gravitational acceleration of the a 0 th particle in PFC,Representing the mass of the a 0 th particle in PFC,Representing the resultant moment acting on the a 0 th particle in PFC,Represents the angular momentum of the a 0 th particle in PFC,Representing the inertial tensor of the a 0 th particle in PFC,The angular velocity of the a 0 th particle in PFC is indicated.
In this embodiment, the motion of a single rigid particle in PFC is determined by the resultant force and moment acting on it, and can be described by the translation of a point within the particle and the rotation of the particle, with finite difference solution for the translation equation and the rotation equation and finite difference solution for the translation equation and the rotation equation.
Further, the specific calculation formula of the calibrated soil body mesoscopic parameter model is as follows: In the method, sigma represents a calibrated soil body mesoscopic parameter index,/> Representing soil mass generation grain quantity data, theta representing moire intensity envelope pressure data corresponding to the soil mass generation grain quantity data, C Diameter of the pipe representing grain predefined radius data of the soil mass, C Hole(s) representing grain predefined porosity data of the soil mass, C Secret key representing grain predefined density data of the soil mass, P Ruler representing predefined sample size data of the soil mass, mu representing negative influence matching coefficient of analog computation corresponding to the predefined sample size data of the soil mass,AndRespectively representing the particle predefined radius data of the soil body, the particle predefined porosity data of the soil body and the influence matching factors of the particle predefined density data of the soil body corresponding to the calibrated soil body mesoscopic parameter indexes, wherein e represents a natural constant; and (3) comparing and judging according to the calibrated soil body mesoscopic parameter index and the predefined calibrated soil body mesoscopic parameter index, and readjusting the particle predefined porosity data, the particle predefined density data and the predefined sample size data of the soil body included in the calibrated soil body mesoscopic parameter index outside the predefined error range.
In this embodiment, too large predefined sample size data of the soil body may cause embarrassment of the simulated calculation force, so that standard simulated calculation force is set on the premise of ensuring real-time performance, the largest predefined sample size data of the soil body corresponding to the standard simulated calculation force is calculated, if the simulated calculation corresponding to the predefined sample size data of the soil body exceeds the standard simulated calculation force, the ratio of the exceeded part to the unit 1 is used as a negative influence matching coefficient of the simulated calculation force corresponding to the predefined sample size data of the soil body, the soil body excavated during actual shield pile cutting is the silty clay ③ -1b1-2 and the silty clay ④ -3b1-2, and macroscopic mechanical parameters of the two are shown in the following table, and the silty clay ③ -1b1-2 and the silty clay ④ -3b1-2 are used only as examples.
The contact between clay particles is simulated by using a linear contact bonding model (Linear Contact Bond Model), the particle radius of the two soil bodies is 9cm, the particle porosity is 0.4, and the particle density is the actual density of the soil bodies. And respectively calibrating the mesoscopic parameters of the two soil bodies by adopting a triaxial compression numerical test in PFC3D, wherein the sizes of soil body samples in a numerical model are 300cm multiplied by 600cm, 10610 particles are generated, and a true triaxial numerical experimental model of the soil body is shown in figures 3-6. And setting the confining pressure to be 100kPa, 200kPa and 300kPa respectively by using a servo command to obtain stress-strain curves of the soil under the action of different confining pressures. And drawing a Moire intensity envelope curve according to the peak intensities of the soil under different confining pressures, so as to obtain the internal friction angle and the cohesive force of the soil sample. Repeatedly changing the microscopic parameter value, re-operating the numerical experiment, and comparing the macroscopic mechanical property obtained by numerical simulation with the target mechanical property of the soil body to obtain the microscopic parameter matched with the macroscopic mechanical property of the material. FIG. 4 shows schematically the Moire intensity envelope of the silty clay ③ -1b1-2 according to the example of the present application, and FIG. 5 shows schematically the Moire intensity envelope of the silty clay ④ -3b1-2 according to the example of the present application. The mesoscopic parameter calibration values of the two soil bodies are shown in the following table:
The actual pile foundation is a C25 reinforced concrete bored pile with the diameter of 120cm, and the physical and mechanical parameters of the C25 concrete are shown in the following table:
the contact between concrete particles was simulated using a linear parallel Bond Model (LINEAR PARALLEL Bond Model), the particle radius was 4cm, the particle porosity was 0.4, and the particle density was the actual density of the concrete. And the mesoscopic parameter calibration values of the concrete obtained by the same method are shown in the following table:
In the practical working condition of examples, the main reinforcement is an HRB400 threaded reinforcement with the diameter of 25mm, the stirrup is an HRB300 reinforcement with the diameter of 8mm, and the physical and mechanical parameters of the main reinforcement and the stirrup are shown in the following table:
In PFC3D, uniformly arranged particle simulation reinforcing steel bars with 0 particle gaps are adopted, linear parallel bonding models (LINEAR PARALLEL Bond Model) are adopted for particle-to-particle contact simulation, particle radiuses of main reinforcing steel bars and stirrups are all 4cm, particle densities are actual reinforcing steel bar densities, effective bonding contact moduli are elastic moduli of the reinforcing steel bars, linear contact stiffness ratios and bonding contact stiffness ratios are all 1.0, friction coefficients and bonding contact friction angles between particles are all 0, and parallel bonding tensile strength and cohesive force are all standard yield strength values of the reinforcing steel bars. And calibrating the mesoscopic parameters of the steel bars by adopting an axial tensile numerical test in PFC3D, and obtaining the mesoscopic parameter calibration values of the concrete steel bars by the same way, wherein the mesoscopic parameter calibration values are shown in the following table:
Further, the specific acquisition steps of the inter-particle contact model corresponding to the excavated soil body are as follows: the method comprises the steps of obtaining macroscopic mechanical parameter data of an excavated soil body when a shield cutter head cuts a reinforced concrete pile, and obtaining data of fine parameter calibration of the soil body according to the macroscopic mechanical parameter data; evaluating macroscopic mechanical parameter data of the soil body to obtain a soil body contact selection model, wherein the concrete calculation formula of the soil body contact selection model is as follows: Wherein ζ represents a soil body contact model selection coefficient, A 1 represents a soil body tensile strength data, A Pulling device represents a predetermined soil body tensile strength standard data, A 2 represents a soil body shear strength data, A Cutting and cutting represents a predefined soil body shear strength standard data, A 3 represents a soil body cohesive strength data, A Adhesive tape represents a predefined soil body cohesive strength standard data, ψ 1、ψ2 and ψ 3 respectively represent a soil body tensile strength, a soil body shear strength and a soil body cohesive strength weight factor corresponding to a soil body contact model selection coefficient, and e represents a natural constant; and selecting a corresponding soil body contact model according to the soil body contact model selection coefficient.
In this embodiment, the contact between the discrete meta-particles and the wall can be simplified as a basic contact Model in pfc—a Linear contact Model (Linear Model), which describes a typical contact state between unbonded particles, and the Linear contact Model divides the contact force into a Linear force and a damping force: the linear force is generated by a linear spring with constant normal stiffness and tangential stiffness, which provides a linear elastic (no tension) behavior and a frictional behavior; the damping force is generated by the viscous pot, and the viscosity of the viscous pot is given by the normal and tangential critical damping ratio; the linear spring acts in parallel with the sticking kettle. The soil body excavated during pile cutting of the shield is two kinds of powdery clay, and in consideration of the characteristic that bonding exists among clay particles, a linear contact bonding model (Linear Contact Bond Model) is adopted to simulate bonding contact among clay particles. The linear contact bonding model in the unbonded state is equivalent to the linear contact model; the linear contact bonding model in the bonded state is different from the linear contact model in the following: ① The linear force may be a pulling force; ② No sliding occurs (sliding may occur after the bond contact breaks); ③ The damper no-pull mode is disabled so that the damper can be stretched; ④ The damper sliding shear mode is disabled such that the damping force is independent of the sliding state. Concrete is similar to rock and is a cementing material, so that the contact between concrete particles, between rebar particles, and between concrete particles and rebar particles can be simulated by selecting a linear parallel Bond Model (LINEAR PARALLEL Bond Model). Two sets of springs, one linear, can be considered to transmit both pressure and shear forces; one group is parallel bonding springs, which can transmit tensile force, pressure force, shearing force and moment. The particles generate normal and tangential contact force through a certain overlapping amount or relative sliding displacement, the contact force corresponds to the mechanical behavior of coarse aggregate in concrete, and the parallel bonding spring transmits force and moment to correspond to the mechanical property of bonding material.
Further, a specific calculation formula for constructing the adhesive force model of the particles is as follows: In the/> Represents the adhesion of the a 0 th particle at the time point t 0 PFC,Maximum normal stress representing the adhesive force of the a 0 th particle at the t 0 th PFC time point,Maximum tangential stress representing the adhesive force of the a 0 th particle at the t 0 th PFC time point,Modulus value of normal force representing adhesive force of a 0 th particle at t 0 th PFC time point,Modulus of tangential force representing adhesion force of a 0 th particle at t 0 th PFC time point,A bending moment indicating the adhesive force of the a 0 th particle at the t 0 th PFC time point,Torque indicating adhesion of the a 0 th particle at the t 0 th PFC time point,Values representing the area of the bonding contact plane of the a 0 th particle at the t 0 th PFC time point,Representing the moment of inertia of the bonding contact plane of the a 0 th particle at the t 0 th PFC time point,Polar moment of inertia, representing the plane of cohesive contact of the a 0 th particle at the t 0 PFC time point,Represents the contact radius of the bonding contact plane of the a 0 th particle at the t 0 PFC time point, and β represents the contribution weight factor of the predefined moments. /(I)
In this embodiment, the adhesion model of the particles is constructed from claim 8, the adhesion of the particles is decomposed into the maximum normal stress and the maximum tangential stress, the contact force of the cutter blade of the simulated cutter blade during the simulated operation of the parameters of the simulated cutter is larger than the simulated adhesion of the particles, and the adhesion of the particles is decomposed into the maximum normal stress and the maximum tangential stress.
Further, the specific steps for generating the shield cutting pile foundation comprehensive load data according to the method are as follows: setting parameters of a simulated cutterhead according to data of the shield cutterhead, bringing force and moment of simulated cutting particles of the cutterhead into a mechanical displacement model to obtain simulation data of particles at different PFC time points, acquiring corresponding simulation data of the particles through functions of the built-in PFC wall body to obtain cutterhead load data at different PFC time points, and obtaining comprehensive load data of a shield cutting pile foundation.
In the embodiment, the PFC3D discrete element numerical model is simulated and calculated according to actual working conditions, and the following is exemplified, the diameter of a pile foundation is 1.2m, the center of the pile foundation is offset from the center of a shield cutter disc by 1.22m, the actual pile cutting and advancing speed is controlled at 5mm/min, and the rotating speed of the cutter disc is 1r/min. The size of the discrete element numerical model is an important factor influencing the analysis accuracy, and related research results show that when the ratio of the minimum size in the discrete element numerical model to the particle size of the particles is greater than 40, the change of the ratio of the model size to the particle size of the particles has no influence on the discrete element numerical calculation result basically. Therefore, according to the particle size, the diameter of the shield cutter head and the diameter of the pile foundation in the parameter calibration, the size of the PFC3D discrete element numerical model is determined to be 10m multiplied by 3.6m. The construction schematic diagram of the shield cutting reinforced concrete discrete element numerical model provided by the embodiment of the application is shown in fig. 6, wherein 91332 discrete element particles are total, and the main flow of the construction of the discrete element numerical model of soil and reinforced concrete pile foundation in PFC3D is as follows: ① Establishing a boundary wall body on the surface of the model, filling soil particles in the closed wall body, temporarily endowing a linear contact model among the soil particles with particle dispersion and model balance, and applying servo pressure constraint solution to the upper surface and four side wall bodies until the model balance; ② Deleting soil particles in a pile foundation position area, generating uniformly arranged main reinforcement particles, stirrup particles and concrete particles by using Fish language to form a pile foundation, applying temporary constraint to the reinforced concrete particles, and solving the pile foundation until a model is balanced under the servo pressure constraint; ③ And (3) designating a contact model and assigning values for all inter-particle contact in the model, designating a linear contact bonding model among soil particles, designating a linear parallel bonding model among reinforced concrete particles, eliminating temporary constraint on the reinforced concrete particles, and solving the model balance under servo pressure constraint. As shown in fig. 7, a schematic structural diagram of a cutter configuration drawing of a shield cutter head provided by the embodiment of the application is shown, a shield machine adopted in actual engineering on which the application is supported is a composite earth pressure balance shield machine with a diameter of 6480mm, the cutter head opening ratio is 40%, and the cutter is configured as a central fishtail cutter, a tearing cutter and a heavy scraper. The PFC discrete element program provides a plurality of functions related to the wall body, and the wall body can be built by a three-dimensional geometric model importing method. According to the method, a three-dimensional geometric model is built according to a cutter configuration drawing of the shield cutter, the three-dimensional geometric model is exported to be in an 'st l' format, then a shield cutter wall model is built in PFC3D in a mode of importing the three-dimensional geometric model, and the shield cutter wall model is shown in figures 3-10. The rotation center of the cutter head wall body is designated as a geometric center during simulation calculation, and the actual pile cutting propelling speed and rotating speed of the cutter head wall body are given. As shown in fig. 8, in order to provide a schematic structural diagram of a Contact group in a PFC3D model after the Fi sh function is called in the embodiment of the present application, because there are many Contact types involved in the PFC3D discrete meta-model, a single Contact related command in the PFC3D is difficult to implement assignment and assignment of a Contact model, in order to assign and assign a Contact model more conveniently and accurately, the present application uses writing an F i sh function to group all contacts in the model, and then assigns and assigns a Contact model according to the Contact group. The basic flow of the Fi sh function is as follows: ① Traversing all contact pointers using a cotact.l ist () function; ② Acquiring pointers contacting the particles at two ends by using a contact.end1 () function and a contact.end2 () function respectively; ③ Acquiring the groups of two particles contacting both ends, respectively, using a ba l l.group () function; ④ Contacts are regrouped using the contact.group () function according to the group of two particles. The load of the shield cutter for cutting the reinforced concrete pile foundation can be obtained by cutter loads which are loads in opposite directions, the cutter loads are obtained through functions which are built in PFC and are related to a wall body, cutter thrust is the thrust resistance of the cutter in the thrust direction (Y direction), namely the Y-direction component of the whole contact force of the cutter wall body, is obtained by using a wa l.force.contact.y () function, cutter unbalanced force is the force which is applied in a cutter plane (XZ coordinate plane), namely the X-direction component and the Z-direction component of the whole contact force of the cutter wall body, is obtained by using wa l.force.contact.x () function and wa l.force.contact.z () function respectively, The cutter torque is the Y-direction component of the whole contact torque of the cutter wall body and is obtained by using the wa l.movement.contact.y () function. The cutter overturning moment is an X-direction component and a Z-direction component of the whole contact moment of the cutter wall body, which are obtained by using a wa l.movement.contact.x () function and a wa l.movement.contact.z () function respectively, and cutter loads such as cutter thrust, torque, unbalanced force, overturning moment and the like are recorded by using a Tab l e data type, wherein the X value of Tab l e is the propelling distance of the cutter wall body (obtained by using a wa l.pos it i on.y function). The calculation method of the cutter head load is programmed into an Fish function, and the cutter head load is recorded once every 1000 steps by using F i sh ca l l back commands. Because the cutter head wall cuts piles at a fixed advancing speed and a fixed rotating speed, the contact force of the cutter head wall is suddenly changed at the initial stage of each cut pile section, so that only data of a curve stable fluctuation stage (the advancing distance is between 10 and 80 mm) are selected for statistical analysis, statistics in a box diagram comprise a maximum value, a minimum value, upper and lower quarters Q3 and Q1, an average value, a median value and an abnormal value, the quartile range (IQR) is defined as a difference value (Q3-Q1) between the upper and lower quartiles, the quartile range indicates a main fluctuation zone of cutter head load, the abnormal value is defined as a value smaller than Q1-1.5IQR or larger than Q3+1.5IQR, according to the specific working condition simulation, the cut pile section VI with the optimal cutting effect is taken as an analysis working condition, as shown in FIG. 9, the schematic diagram of the simulated cutter disc thrust change curve provided by the embodiment of the application is shown, at the moment, the average thrust value of the cut pile section VI is 13701kN, the thrust quarter bit distance of the cut pile section VI is 2310kN, which indicates that the main fluctuation interval of the cutter disc thrust is increased along with the increase of the contact area of the cutter disc cut pile, because the increase of the cut pile area leads to the increase of the number of cutter disc cutters, the cutter disc torque curve of the cut pile section is equivalent to the change trend of the cutter disc thrust change curve, the torque analysis method is consistent with the thrust, fig. 10 is a schematic diagram of a torque change curve of a simulated cutterhead according to an embodiment of the present application.
The simulation system for the shield cutter head cutting reinforced concrete pile foundation load provided by the embodiment of the application comprises a shield pile foundation acquisition module, a shield pile foundation comprehensive simulation module and a shield pile foundation analysis module: the shield pile foundation acquisition module is used for acquiring shield pile foundation data, wherein the shield pile foundation data comprises geological data, reinforced concrete pile foundation data, shield cutterhead data, actual operation feedback data and a historical problem type data set; the shield pile foundation comprehensive simulation module is used for constructing a shield pile foundation comprehensive simulation model, and the shield pile foundation comprehensive simulation model comprises a PFC time step model, a mechanical displacement model, a calibrated soil body mesoscopic parameter model, a soil body contact selection model and a particle adhesion model; the shield pile foundation analysis module is used for acquiring shield cutting pile foundation comprehensive load data calculated by the shield pile foundation comprehensive evaluation model, comparing the shield cutting pile foundation comprehensive load data with actual operation feedback data, and analyzing and adjusting the shield cutting pile foundation comprehensive load data.
The technical scheme provided by the embodiment of the application at least has the following technical effects or advantages: relative to the bulletin number: according to the numerical analysis method for the influence of the shield construction of the upper and lower overlapped tunnels on the underpinning pile foundation, disclosed by the CN106066920B, the shield cutting pile foundation comprehensive load data is obtained by constructing a shield pile foundation comprehensive simulation model and simulating through a PFC discrete finite element simulation method, so that the objectivity of the simulation of the shield cutting reinforced concrete pile foundation load is improved; relative to publication No.: according to the system for simulating disturbance of shield construction to the existing pile foundation disclosed by the patent of CN114935465A, the simulation method is analyzed and adjusted through the steps of evaluation, comparison and judgment, quantitative analysis, analysis and judgment, comparison training, adjustment method and feedback optimization on the comprehensive load data of the shield cutting pile foundation and the actual operation feedback data, so that the simulation method can be adjusted according to specific actual working conditions, and further the simulation robustness of the shield cutting reinforced concrete pile foundation load is improved.
It will be appreciated by those skilled in the art that embodiments of the present invention may be provided as a method, system, or computer program product. Accordingly, the present invention may take the form of an entirely hardware embodiment, an entirely software embodiment or an embodiment combining software and hardware aspects. Furthermore, the present invention may take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, and the like) having computer-usable program code embodied therein.
The present invention is described with reference to flowchart illustrations and/or block diagrams of methods, apparatus (systems) and computer program products according to embodiments of the invention. It will be understood that each flow and/or block of the flowchart illustrations and/or block diagrams, and combinations of flows and/or blocks in the flowchart illustrations and/or block diagrams, can be implemented by computer program instructions. These computer program instructions may be provided to a processor of a general purpose computer, special purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, create means for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be stored in a computer-readable memory that can direct a computer or other programmable data processing apparatus to function in a particular manner, such that the instructions stored in the computer-readable memory produce an article of manufacture including instruction means which implement the function specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be loaded onto a computer or other programmable data processing apparatus to cause a series of operational steps to be performed on the computer or other programmable apparatus to produce a computer implemented process such that the instructions which execute on the computer or other programmable apparatus provide steps for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
While preferred embodiments of the present invention have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. It is therefore intended that the following claims be interpreted as including the preferred embodiments and all such alterations and modifications as fall within the scope of the invention.
It will be apparent to those skilled in the art that various modifications and variations can be made to the present invention without departing from the spirit or scope of the invention. Thus, it is intended that the present invention also include such modifications and alterations insofar as they come within the scope of the appended claims or the equivalents thereof.
Claims (10)
1. The method for simulating the load of the shield cutter head cutting reinforced concrete pile foundation is characterized by comprising the following steps of:
Obtaining shield pile foundation data, wherein the shield pile foundation data comprises geological data, reinforced concrete pile foundation data, shield cutterhead data, actual operation feedback data and a historical problem type data set;
Constructing a shield pile foundation comprehensive simulation model, wherein the shield pile foundation comprehensive simulation model comprises a PFC time step model, a mechanical displacement model, a calibrated soil body mesoscopic parameter model, a soil body contact selection model and a particle adhesive force model;
And obtaining shield cutting pile foundation comprehensive load data calculated by the shield pile foundation comprehensive evaluation model, comparing the shield cutting pile foundation comprehensive load data with actual operation feedback data, and analyzing and adjusting.
2. The method for simulating the load of the shield cutting reinforced concrete pile foundation according to claim 1, wherein the specific steps of comparing the shield cutting pile foundation comprehensive load data with actual operation feedback data and analyzing and adjusting are as follows:
Evaluation, comparison and judgment: comparing the shield cutting pile foundation comprehensive load data obtained by constructing the shield pile foundation comprehensive simulation model through simulation calculation with actual operation feedback data, judging that the shield pile foundation comprehensive simulation model has a problem if the numerical difference of the two compared values is out of a predefined error allowable range, and recording all data obtained by simulating and calculating the shield pile foundation comprehensive simulation model as shield pile foundation comprehensive simulation model problem data;
Quantitative analysis: comparing and calculating a specific difference value between the shield pile foundation comprehensive simulation model problem data and corresponding actual operation feedback data through a relevant linear regression algorithm to obtain difference problem data;
And (3) analysis and judgment: according to the quantitative analysis result, identifying the problem type corresponding to the difference problem data through a machine learning algorithm to obtain a problem type data set;
Contrast training: comparing the data in the problem type data set with the data in the history problem type data set, if the two groups of data in the comparison are the same, judging that the problem is known, otherwise, judging that the problem is unknown;
The adjusting method comprises the following steps: adding a historical problem type data set into unknown problem data, performing data training on the historical problem type data set to obtain a corresponding adjustment method, and optimizing a shield pile foundation comprehensive simulation model according to the corresponding adjustment method;
Feedback optimization: and feeding the optimized shield pile foundation comprehensive simulation model back to the historical problem type dataset according to actual operation feedback data to perform data training again.
3. The method for simulating the load of the shield cutter head cutting reinforced concrete pile foundation according to claim 1, wherein the specific steps of constructing the shield pile foundation comprehensive simulation model are as follows:
Building a PFC time step model for determining a PFC time step;
constructing a mechanical displacement model for determining a particle stress motion rule;
Constructing a soil body contact selection model for selecting an inter-particle contact model corresponding to an excavated soil body according to reinforced concrete pile foundation data, and constructing a calibrated soil body mesoscopic parameter model for calibrating soil body mesoscopic parameters according to geological data;
Updating the current model time, dynamically creating or deleting the contact force in the model according to the position of the current entity, and updating the contact force of each inter-particle contact model in the inter-particle contact model according to the mechanical displacement model;
and constructing a particle adhesive force model, judging the comprehensive simulation condition of the shield pile foundation according to the contact force ratio of the cutter head simulated incision contact force and the particle adhesive force model, and generating comprehensive load data of the shield cutting pile foundation according to the comprehensive simulation condition.
4. The simulation method for cutting reinforced concrete pile foundation load by using a shield cutter head according to claim 3, wherein the specific calculation formula for determining the PFC time step is as follows:
Wherein T represents a PFC time step, m represents a PFC discrete element particle predefined mass, I represents a PFC discrete element particle predefined inertial tensor, ktran and krot respectively represent a PFC discrete element particle predefined translational stiffness and rotational stiffness, the simulation is divided into a plurality of PFC time points according to the PFC time step, T 0＝1,2,...,t,t0 represents the number of the PFC time point, T represents the total number of the PFC time points, and e represents a natural constant.
5. The simulation method for the shield cutter head cutting reinforced concrete pile foundation load according to claim 3, wherein the specific calculation formula for constructing the mechanical displacement model is as follows:
Wherein a 0＝1,2,...,a,a0 represents the number of particles in PFC, a represents the total number of particles in PFC, A mechanical displacement formula of the a 0 th particle in PFC is expressed,Indicates the resultant force acting on the particles,Representing the position vector of the a 0 th particle in PFC,Represents the gravitational acceleration of the a 0 th particle in PFC,Representing the mass of the a 0 th particle in PFC,Representing the resultant moment acting on the a 0 th particle in PFC,Represents the angular momentum of the a 0 th particle in PFC,Representing the inertial tensor of the a 0 th particle in PFC,The angular velocity of the a 0 th particle in PFC is indicated.
6. The simulation method for the shield cutter head cutting reinforced concrete pile foundation load according to claim 3, wherein the specific calculation formula of the calibrated soil body mesoscopic parameter model is as follows:
Wherein sigma represents the index of the mesoscopic parameters of the calibrated soil body, Represents soil mass generation grain quantity data, theta represents moire intensity envelope pressure data corresponding to the soil mass generation grain quantity data, C Diameter of the pipe represents grain predefined radius data of the soil mass, C Hole(s) represents grain predefined porosity data of the soil mass, C Secret key represents grain predefined density data of the soil mass, P Ruler represents predefined sample size data of the soil mass, mu represents negative influence matching coefficients corresponding to analog computation force of the predefined sample size data of the soil mass,AndRespectively representing the particle predefined radius data of the soil body, the particle predefined porosity data of the soil body and the influence matching factors of the particle predefined density data of the soil body corresponding to the calibrated soil body mesoscopic parameter indexes, wherein e represents a natural constant;
And (3) comparing and judging according to the calibrated soil body mesoscopic parameter index and the predefined calibrated soil body mesoscopic parameter index, and readjusting the particle predefined porosity data, the particle predefined density data and the predefined sample size data of the soil body included in the calibrated soil body mesoscopic parameter index outside the predefined error range.
7. The simulation method for the load of the shield cutter head cutting reinforced concrete pile foundation according to claim 3, wherein the specific acquisition steps of the inter-particle contact model corresponding to the selected excavated soil body are as follows:
The method comprises the steps of obtaining macroscopic mechanical parameter data of an excavated soil body when a shield cutter head cuts a reinforced concrete pile, and obtaining data of fine parameter calibration of the soil body according to the macroscopic mechanical parameter data;
evaluating macroscopic mechanical parameter data of the soil body to obtain a soil body contact selection model, wherein the concrete calculation formula of the soil body contact selection model is as follows:
Wherein ζ represents a soil body contact model selection coefficient, A 1 represents a soil body tensile strength data, A Pulling device represents a predetermined soil body tensile strength standard data, A 2 represents a soil body shear strength data, A Cutting and cutting represents a predefined soil body shear strength standard data, A 3 represents a soil body cohesive strength data, A Adhesive tape represents a predefined soil body cohesive strength standard data, ψ 1、ψ2 and ψ 3 respectively represent a soil body tensile strength, a soil body shear strength and a soil body cohesive strength weight factor corresponding to a soil body contact model selection coefficient, and e represents a natural constant;
And selecting a corresponding soil body contact model according to the soil body contact model selection coefficient.
8. The simulation method for the shield cutter head cutting reinforced concrete pile foundation load according to claim 3, wherein the concrete calculation formula of the adhesive force model for constructing particles is as follows:
In the method, in the process of the invention, Represents the adhesion of the a 0 th particle at the time point t 0 PFC,Maximum normal stress representing the adhesive force of the a 0 th particle at the t 0 th PFC time point,Maximum tangential stress representing the adhesive force of the a 0 th particle at the t 0 th PFC time point,Modulus value of normal force representing adhesive force of a 0 th particle at t 0 th PFC time point,Modulus of tangential force representing adhesion force of a 0 th particle at t 0 th PFC time point,Bending moment representing adhesion force of a 0 th particle at t 0 th PFC time point,Torque indicating adhesion of the a 0 th particle at the t 0 th PFC time point,A value indicating the area of the bonding contact plane of the a 0 th particle at the t 0 th PFC time point,Representing the moment of inertia of the bonding contact plane of the a 0 th particle at the t 0 th PFC time point,Polar moment of inertia, representing the plane of cohesive contact of the a 0 th particle at the t 0 PFC time point,Represents the contact radius of the bonding contact plane of the a 0 th particle at the t 0 PFC time point, and β represents the contribution weight factor of the predefined moments.
9. A method of simulating the loading of a shield cut reinforced concrete pile in a cutterhead according to claim 3, wherein the specific steps of generating shield cut pile comprehensive loading data based on the loading data are as follows:
Setting parameters of a simulated cutterhead according to data of the shield cutterhead, bringing force and moment of simulated cutting particles of the cutterhead into a mechanical displacement model to obtain simulation data of particles at different PFC time points, acquiring corresponding simulation data of the particles through functions of the built-in PFC wall body to obtain cutterhead load data at different PFC time points, and obtaining comprehensive load data of a shield cutting pile foundation.
10. The simulation system for the shield cutterhead cutting reinforced concrete pile foundation load is characterized by comprising a shield pile foundation acquisition module, a shield pile foundation comprehensive simulation module and a shield pile foundation analysis module.
The shield pile foundation acquisition module is used for acquiring shield pile foundation data, wherein the shield pile foundation data comprises geological data, reinforced concrete pile foundation data, shield cutterhead data, actual operation feedback data and a historical problem type data set;
the shield pile foundation comprehensive simulation module is used for constructing a shield pile foundation comprehensive simulation model, and the shield pile foundation comprehensive simulation model comprises a PFC time step model, a mechanical displacement model, a calibrated soil body mesoscopic parameter model, a soil body contact selection model and a particle adhesive force model;
The shield pile foundation analysis module is used for acquiring shield cutting pile foundation comprehensive load data calculated by the shield pile foundation comprehensive evaluation model, comparing the shield cutting pile foundation comprehensive load data with actual operation feedback data, and analyzing and adjusting the shield cutting pile foundation comprehensive load data.
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