Anti-seismic performance analysis method, system and equipment for self-resetting frame structure, medium and product

Abstract

The invention discloses a self-resetting frame structure anti-seismic performance analysis method, system and device, a medium and a product, and relates to the field of anti-seismic performance analys.The method comprises the steps that on the basis of the vector type mechanics principle, geometric and motion models are established in combination with self-resetting frame structure data, setting a compression-tension asymmetric contact constraint mechanism and a coupling mechanism based on a node relative rotation angle at the node to simulate node opening and closing and self-resetting behaviors to obtain nonlinear characteristics; constructing a kinetic equation based on the node stress balance equation; and calling a material constitutive relationship and a restoring force model to realize unified solution of nonlinear response description and a kinetic equation of a node level, and realizing quantitative anti-seismic performance analysis of the self-resetting frame structure by establishing a multi-parameter anti-seismic performance index system based on obtained dynamic response data. The method can overcome the defects that in the prior art, calculation is complex, and node opening and closing and energy dissipation behaviors are difficult to process.

Description

Technical Field

[0001] This application relates to the field of seismic performance analysis, and in particular to a method, system, equipment, medium, and product for seismic performance analysis of self-resetting frame structures. Background Technology

[0002] With the development of prefabricated and high-performance concrete technologies, self-resetting frame structures, utilizing the synergistic effect of prestressed restraint and energy-dissipating components, can recover their original state after an earthquake, significantly reducing residual deformation, thus becoming an important direction in seismic design. Existing seismic analysis of reinforced concrete frames is mainly based on the finite element method (FEM). This method relies on the global stiffness matrix and iteratively solving equilibrium equations. However, when faced with complex discontinuous behaviors such as node opening and closing, nonlinear slippage of prestressed tendons, and buckling of angle steel, it often encounters problems such as computational instability, convergence difficulties, and energy imbalance.

[0003] Traditional finite element analysis methods require the establishment of complex nonlinear contact mechanisms and iterative processes, resulting in low computational efficiency and difficulty in accurately describing node opening and closing and angular recovery behavior. Existing vector mechanics research mostly focuses on general reinforced concrete components or structures, and current research has not yet combined this principle with self-setting frame systems, failing to form a unified dynamic solution and performance evaluation system. There is still a lack of systematic modeling, dynamic solution, and seismic performance evaluation methods for self-setting frame structures.

[0004] Furthermore, traditional analyses often require the introduction of artificial constraints, stiffness reconstruction, or complex contact algorithms to describe node opening, closing, and reset behaviors, which not only incurs high computational costs but also makes it difficult to maintain energy conservation in explicit integral systems. Therefore, it is necessary to develop a full-process dynamic analysis and performance evaluation scheme based on vector mechanics for self-resetting systems that combines theoretical simplification with computational efficiency. Summary of the Invention

[0005] The purpose of this application is to provide a method, system, equipment, medium and product for seismic performance analysis of self-resetting frame structures, which can overcome the shortcomings of the traditional finite element method in the seismic analysis of self-resetting structures, such as computational complexity, difficulty in handling node opening and closing and energy dissipation behavior, and realize the integration of full-process nonlinear dynamic response simulation and performance evaluation of self-resetting frame structures under seismic loading.

[0006] To achieve the above objectives, this application provides the following solution: Firstly, this application provides a method for analyzing the seismic performance of a self-resetting frame structure, including: Obtain the self-resetting frame structure data; Based on the principles of vector mechanics and combined with the self-resetting frame structure data, a geometric and kinematic model of the self-resetting frame structure is established under a unified dynamic equilibrium system. A compression-tension asymmetric contact constraint mechanism and a coupling mechanism based on the relative rotation angle of the nodes are set at the nodes of the geometric and motion model. The opening, closing and self-resetting behavior of the nodes are simulated based on the compression-tension asymmetric contact constraint mechanism and the coupling mechanism based on the relative rotation angle of the nodes, so as to obtain the nonlinear characteristics of the materials and components in the geometric and motion model. Establish dynamic equations based on the nodal force equilibrium equations; Obtain a nonlinear property library; the nonlinear property library stores material constitutive relations, restoring force models, and corresponding nonlinear characteristics. By invoking the corresponding material constitutive relations and restoring force models based on the nonlinear characteristics of materials and components, the nonlinear response description and dynamic equation solution at the nodal level are unified, and dynamic response data are obtained. Based on the dynamic response data, a multi-parameter seismic performance index system is established to achieve quantitative seismic performance analysis of self-resetting frame structures.

[0007] Secondly, this application provides a seismic performance analysis system for self-resetting frame structures, including a storage unit and a parameter input interface, a modeling unit, a solution unit, a response analysis unit, a visualization and evaluation unit, and the storage unit connected in sequence; the storage unit is connected to the solution unit and the visualization and evaluation unit respectively; the storage unit stores a nonlinear characteristic library; The operations performed by the modeling unit include: acquiring self-resetting frame structure data; and establishing a geometric and motion model of the self-resetting frame structure under a unified dynamic equilibrium system based on vector mechanics principles and the self-resetting frame structure data. The operations performed by the solution unit include: setting a compression-tension asymmetric contact constraint mechanism at the nodes of the geometric and motion model, and simulating the opening, closing, and self-resetting behavior of the nodes based on the compression-tension asymmetric contact constraint mechanism and the coupling mechanism based on the relative rotation angle of the nodes to obtain the nonlinear characteristics of the materials and components in the geometric and motion model; establishing dynamic equations based on the node force balance equations; acquiring a nonlinear characteristic library; the nonlinear characteristic library stores material constitutive relations and restoring force models as well as corresponding nonlinear characteristics; calling the corresponding material constitutive relations and restoring force models based on the nonlinear characteristics of the materials and components to achieve a unified solution of the nonlinear response description and dynamic equations at the node level, and obtaining dynamic response data; The operation of the response analysis unit includes: determining performance indicators based on the dynamic response data, and generating hysteresis curves and energy dissipation curves; The operation of the visualization and evaluation unit includes: establishing a multi-parameter seismic performance index system, determining the seismic performance level of the self-setting frame structure based on the performance index, and graphically processing the performance index, hysteresis curve, energy dissipation curve, and seismic performance level to generate an evaluation report and visualization results.

[0008] Thirdly, this application provides a computer device, including: a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the steps of the self-resetting frame structure seismic performance analysis method provided above.

[0009] Fourthly, this application provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the steps of the self-resetting frame structure seismic performance analysis method provided above.

[0010] Fifthly, this application provides a computer program product, including a computer program that, when executed by a processor, implements the steps of the self-resetting frame structure seismic performance analysis method provided above.

[0011] According to the specific embodiments provided in this application, this application has the following technical effects: This application provides a method, system, equipment, medium, and product for analyzing the seismic performance of self-resetting frame structures. By coupling vector mechanics principles (i.e., vector dynamics principles) with self-resetting frame structures, an integrated process of full-process nonlinear dynamic response simulation and performance evaluation is formed. It can efficiently solve the nonlinear seismic response of complex structures under the condition of energy conservation, thereby overcoming the shortcomings of traditional finite element methods in the seismic analysis of self-resetting structures, such as computational complexity and difficulty in handling node opening and closing and energy dissipation behavior. Attached Figure Description

[0012] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0013] Figure 1 A flowchart illustrating a seismic performance analysis method for a self-resetting frame structure provided in an embodiment of this application; Figure 2 A schematic diagram of the functional module framework of a seismic performance analysis system for a self-resetting frame structure provided in an embodiment of this application; Figure 3A schematic diagram illustrating the implementation process of a seismic performance analysis system for a self-resetting frame structure, provided in an embodiment of this application; Figure 4 A schematic diagram of the structural principle of the self-resetting beam-column joint compression-tension asymmetric contact constraint mechanism and the coupling mechanism based on the relative rotation angle of the joint provided in an embodiment of this application; Figure 5 This is a schematic diagram of the overall modeling of a two-dimensional frame provided in an embodiment of this application; Figure 6 This is a schematic diagram of the displacement of different layers provided in an embodiment of this application; Figure 7 This is a schematic diagram of a hysteresis curve provided in an embodiment of this application; Figure 8 This is a schematic diagram of an energy dissipation curve provided in an embodiment of this application; Figure 9 This is a schematic diagram of the structure of a computer device provided in an embodiment of this application. Detailed Implementation

[0014] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0015] To make the above-mentioned objectives, features and advantages of this application more apparent and understandable, the application will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0016] In one exemplary embodiment, this application provides a method for analyzing the seismic performance of a self-resetting frame structure. This method is executed by a computer device, specifically a terminal or server, or both. In this embodiment, the method is described using a server as an example. Figure 1 As shown, the method includes: Step 100: Obtain the self-resetting frame structure data. The self-resetting frame structure data includes geometric dimensions, material parameters, component types, loads, and boundary conditions.

[0017] Step 101: Based on the principles of vector mechanics and combined with the data of the self-resetting frame structure, establish the geometric and kinematic model of the self-resetting frame structure under a unified dynamic equilibrium system.

[0018] Step 102: Set up a compression-tension asymmetric contact constraint mechanism and a coupling mechanism based on the relative rotation angle of the nodes at the nodes of the geometric and kinematic model. Simulate the opening, closing, and self-resetting behavior of the nodes based on the compression-tension asymmetric contact constraint mechanism and the coupling mechanism based on the relative rotation angle of the nodes to obtain the nonlinear characteristics of the materials and components in the geometric and kinematic model. Among them, the resultant force expression of the nodes is established based on the force balance relationship of the nodes, and the internal force terms of the nodes are calculated by constitutive / restoring force / contact constraint corresponding to the nonlinear characteristics.

[0019] Step 103: Establish dynamic equations based on the nodal force balance equations.

[0020] Step 104: Obtain the nonlinear property library. The nonlinear property library stores material constitutive relations, restoring force models, and corresponding nonlinear characteristics.

[0021] Step 105: Based on the nonlinear characteristics of materials and components, call the corresponding material constitutive relations and restoring force models to achieve a unified solution of nonlinear response description and dynamic equations at the nodal level, and obtain dynamic response data.

[0022] Step 106: Based on dynamic response data, a multi-parameter seismic performance index system is established to achieve quantitative seismic performance analysis of the self-resetting frame structure.

[0023] By implementing steps 100-106 provided above, this application can efficiently solve the nonlinear seismic response of complex structures under the condition of energy conservation. It has the advantages of stable calculation, high accuracy and high efficiency, and can be widely used in the seismic response simulation and seismic performance evaluation of prefabricated prestressed self-resetting frame structures.

[0024] In an exemplary embodiment of this application, in order to achieve the mechanical continuity and geometric coordination of the overall structure and improve the accuracy and versatility of the model establishment, the implementation process of step 101 of this application can be described as follows: A geometric and kinematic model of the self-resetting frame structure is established under a unified vector dynamic equilibrium system. The beam, column, and node regions are discretized into multi-directional coupled component sub-units. Each unit maintains geometric compatibility and force vector transmission through dynamically updated local representations and global coordinate transformations, thereby achieving overall and local dynamic coordination. Based on this, in practical applications, the multi-directional coupled component sub-unit consists of a main unit describing the beam-column bending-shear interaction and a local coupled unit for node angular coordination. The main unit reflects the coupled deformation characteristics of the beam and column components under the combined action of bending and shear, while the local coupled unit is used to correct the node angular discontinuity, achieving coordination between node deformation and force. Through the parallel combination of these two types of sub-units, the true force path and mechanical response of the beam-column nodes in the self-resetting frame can be fully reflected.

[0025] During the modeling process, each element (i.e., the main element and locally coupled elements) defines axial, shear, and rotational degrees of freedom in its local coordinate system, and maintains geometric compatibility and force transmission consistency through a dynamically updated local-global coordinate transformation. The local-global coordinate transformation employs a rotation matrix description based on vector balance relationships, ensuring that the structure (i.e., the overall self-resetting reinforced concrete frame model obtained by discretizing multi-directional coupled components, i.e., the geometric and kinematic model) maintains geometric compatibility and force coordination between local elements and the overall model under conditions of large deformation, contact opening and closing, and material nonlinearity, thereby preserving the global and local dynamic coordination relationship. The dynamically updated local-global coordinate transformation refers to calculating the current direction vector of the element based on the latest node position at each time step and forming a dynamically updated rotation matrix. This matrix transforms the force vectors corresponding to the axial, shear, and rotational degrees of freedom in the element's local coordinate system to the global coordinate system. Through this dynamically updated mechanism, the elements maintain the correct force transmission direction and geometric coordination with the overall structure under large deformation conditions.

[0026] The local coordinate system of the main element has the origin at the starting node of the element, the local x-axis in the direction pointing to the ending node of the element, and the local y-axis in the direction perpendicular to the x-axis; the coordinate system of the locally coupled element has the origin at the main node, the local x-axis in the vector pointing to the slave node, and the local y-axis in the vector orthogonal to that direction.

[0027] Based on the above description, this application can automatically generate the node and element information of the structure according to the input geometric dimensions, material parameters, component types, and boundary conditions, and establish the corresponding dynamic equilibrium equations, providing a unified data interface for subsequent solutions and performance evaluation. Through this modeling mechanism, parametric modeling and modular information transfer of self-resetting frame structures can be realized, improving the accuracy and versatility of model establishment.

[0028] In an exemplary embodiment of this application, to ensure the continuity of the algorithm and the stability of the calculation, step 102 above can be described as follows: For the opening and closing characteristics and restoring force behavior of the self-resetting frame beam-column joint under seismic loading, a compression-tension asymmetric contact constraint mechanism is set at the joint. When the contact interface is under compression, a constraint reaction force is generated; when under tension, no reaction force is generated, which describes the opening and closing behavior of the joint. When the interface closes again, the compression-tension asymmetric contact constraint mechanism and the prestressed member work together to form a restoring force, realizing the self-resetting function of the joint. This compression-tension asymmetric contact constraint mechanism realizes the entire dynamic response of the joint from cracking to closure and then to restoration through the unidirectionality of the force direction.

[0029] In practical applications, the compression-tension asymmetric contact constraint mechanism can be composed of contact springs and constraint logic. When the node interface is under compression, the contact spring is activated and generates constraint reaction force. When the interface is under tension, the spring fails and releases the contact constraint, causing the node to separate. This unidirectional force characteristic can effectively describe the nonlinear contact behavior of the node as it transitions from a compressed state to an open state during seismic loading. When the node closes again, the constraint mechanism works in conjunction with the prestressed members. Through the combined action of the restoring tension of the prestressed tendons and the node constraint reaction force, a self-restoring force is formed, thereby achieving automatic recentering of the structure after unloading. This process does not require additional stiffness matrix reconstruction and directly participates in the solution of the vector dynamic equilibrium equations in the form of force vectors, ensuring the continuity of the algorithm and the stability of the calculation.

[0030] Furthermore, to accurately reflect the nonlinear behavior of nodes and components, the nonlinear characteristic library pre-stores constitutive relations and restoring force models for materials such as angle steel, concrete, and prestressed tendons, and provides corresponding nonlinear characteristics. During the calculation process, the corresponding models stored in the nonlinear characteristic library are automatically called based on the nonlinear characteristics of the materials and components of the self-resetting frame structure, realizing a unified solution for the nonlinear response description at the node level and the global dynamic equations. Based on this operation, constraint reactions are generated when the node contact surface is under compression, but no reaction force is generated when it is under tension, forming a unidirectional force mechanism. This ensures that the geometric and kinematic models can realistically reproduce the opening and closing characteristics and self-resetting effect of the self-resetting frame nodes, providing nonlinear boundary condition inputs for subsequent explicit integration solutions.

[0031] The nonlinear characteristics are obtained by determining whether the material or component has entered the nonlinear region based on the current strain state and the nodal opening amount. When the local strain exceeds the elastic limit or the nodal state meets the cracking condition, the nonlinear constitutive model of concrete, steel bar, angle steel energy dissipation section or prestressed tendon is automatically called from the nonlinear characteristic library, thereby realizing the update of the nonlinear force-displacement relationship.

[0032] In an exemplary embodiment of this application, the implementation process of steps 103-105 can be described as follows: based on the principle of vector mechanics, a dynamic equation is established based on the nodal force balance equation, an explicit time integration method is used to promote the motion of the system, and energy conservation and numerical stability are achieved through the coordinated updating of kinetic energy and internal force work.

[0033] In practical applications, according to Newton's second law, each node satisfies the dynamic equilibrium relationship between force and acceleration, that is, the net force on a node is equal to the product of its mass and acceleration, thus forming a dynamic equilibrium system for the entire structure, yielding the following dynamic equations:

[0034] In the formula, MThe node mass matrix can be calculated from the component length, material density, and cross-sectional area based on the data obtained in step 100. For the nodal acceleration vector, and These are the external force and internal force vectors, respectively. The external force vector includes the equivalent nodal inertial force generated by the earthquake input, the upper load, and gravity, which are derived from the input ground motion and load information. The internal force vector is obtained from the element axial force, element shear force, nonlinear force caused by material constitutive properties, nodal opening and closing contact spring force, restoring force (prestress + closing constraint), etc., and is obtained based on the simulation process in step 102 above.

[0035] The above-mentioned dynamic equilibrium system is directly expressed using nodal force vectors, without relying on the overall stiffness matrix, and has the characteristics of flexible modeling and stable calculation.

[0036] In the specific solution process, the explicit time integration method shown in the following formula (2) is used to advance the dynamic equation over time.

[0037] In the formula, For t+ The nodal displacement vector at time t. Let be the nodal displacement vector at time t. Let be the nodal velocity vector at time t. Let be the nodal acceleration vector at time t. For time step.

[0038] Using nodal velocities and displacements as the main state variables, the acceleration, velocity, and displacement of the nodes are updated progressively at each time step according to the nodal force balance equations. During the integration process, a collaborative update mechanism of kinetic energy and internal work is used to achieve dynamic solution under energy balance conditions, enabling the system to maintain energy conservation and numerical stability during nonlinear loading and large deformation.

[0039] The collaborative update mechanism for kinetic energy and internal work refers to simultaneously calculating the changes in nodal kinetic energy and component internal work at each time step of the explicit integration. The nodal acceleration is then corrected using the energy conservation relationship between the two, satisfying approximate energy conservation and thus avoiding the stiffness reorganization and convergence difficulties encountered in traditional implicit iterative methods. This mechanism eliminates the need for global matrix inversion, significantly improving computational efficiency while maintaining the continuity of the solution process.

[0040] During time integration, the time step The system automatically adjusts based on stability conditions to meet the stability criteria of explicit integration. The explicit time integration method updates nodal velocities and displacements at each time step based on the nodal force balance, achieving stable energy transfer and approximate conservation through the coordination of kinetic energy and internal work. By controlling the time step size and energy balance error, stable solutions can be achieved in the strongly nonlinear and high-frequency response stages, ensuring the accuracy of the analysis results and energy conservation. After completing each integration step, the solution unit outputs dynamic data such as nodal displacements, velocities, accelerations, and component energy responses, providing a data foundation for subsequent performance index extraction and seismic performance assessment.

[0041] In an exemplary embodiment of this application, to improve the accuracy of the quantitative seismic performance assessment of self-setting frame structures, the implementation process of step 106 described above can be described as follows: using the response data such as nodal displacement, velocity, and energy response obtained in step 105 as input, a multi-parameter seismic performance index system is established to achieve a quantitative seismic performance assessment of the self-setting frame structure. The performance assessment includes statistically analyzing the dynamic response results of inter-story displacement and top-floor displacement to obtain the calculation and classification of performance indicators such as residual displacement rate, energy dissipation ratio, and coefficient of restitution, which are used to assess the structure's seismic recovery and energy dissipation capacity.

[0042] In practical applications, the multi-parameter seismic performance index system includes three core indices (i.e., performance indicators): residual displacement ratio, energy dissipation ratio, and coefficient of restitution. The residual displacement ratio characterizes the structure's ability to recover its original shape after an earthquake. The coefficient of restitution reflects the centering effect of self-centering components during the unloading phase. The energy dissipation ratio measures the system's energy dissipation efficiency during seismic energy input. Through comprehensive calculation of these performance indicators, the seismic performance of the structure can be fully reflected from both deformation recovery and energy dissipation perspectives.

[0043] The performance indicators are calculated based on the dynamic response data (i.e., time history response data) obtained above. The residual displacement ratio is obtained by the ratio of the maximum inter-story displacement during the entire seismic loading process to the residual displacement after unloading. The coefficient of restitution is determined based on the inverse relationship between residual deformation and maximum deformation. The energy dissipation ratio is calculated by the ratio of cumulative energy dissipation to seismic input energy. Based on this, this application can quickly extract key performance parameters based on the time history analysis results, realizing a direct mapping from dynamic response to performance evaluation. The seismic input energy refers to the work done by the input ground motion during structural analysis; its value is automatically calculated based on the time history of the input seismic acceleration, not manually set. This energy is obtained by calculating the cumulative work of the external force and displacement increment, and is used to evaluate the energy dissipation ratio.

[0044] During the assessment phase, a seismic performance grading standard was established based on the three core indicators mentioned above, classifying structural performance into four levels: Operational (OP), Habitable (IO), Life-Safe (LS), and Near Collapse (CP). Different levels correspond to different residual displacement rates, energy dissipation ratios, and coefficient of restitution threshold ranges, enabling multi-level performance identification of structures under different earthquake magnitudes. This grading system provides a quantitative basis for the performance-based design of self-setting frame structures under different seismic loads.

[0045] After calculating the performance indicators, hysteresis curves and energy dissipation curves can be generated. Based on these performance indicator results, the system automatically outputs the structure's performance level, indicator reports, and graphical visualizations, forming an intuitive seismic performance evaluation interface. This process achieves a seamless conversion from numerical analysis results to engineering judgment indicators, significantly improving the engineering applicability and intelligence level of seismic performance analysis for self-setting structures.

[0046] In an exemplary embodiment of this application, to demonstrate that this application can accurately capture the hysteretic characteristics and residual deformation patterns of self-resetting frame structures under strong earthquakes, and that the numerical results are consistent with experimental observations, proving the correctness and engineering applicability of the solution provided in this application, a three-story, two-span self-resetting reinforced concrete frame structure (hereinafter referred to as the frame) is used as an example. The seismic performance analysis method for self-resetting frame structures proposed in this application is used for numerical simulation. The total height of the test structure is 2.73m, with each story having a height of 0.99m, 0.81m, and 0.81m, a span of 4.4m, frame beam cross-section dimensions of 80mm × 130mm, and column cross-section dimensions of 120mm × 120mm. The beam-column joints in the frame adopt a self-resetting connection form: two unbonded prestressed tendons are set within the joint, which, together with the yield section of the angle steel, constitute a recoverable energy-dissipating joint. Each floor of the frame is divided by the inflection point, consisting of two T-shaped joints and one cross-shaped joint. The concrete strength grade is C80, the steel reinforcement type is HRB400, and the yield stress of the prestressed tendons is 1860MPa.

[0047] During the modeling phase, the structure is discretized under a unified vector-based dynamic equilibrium system. Beams, columns, and node regions are divided into finite mass points, which are connected by multi-directional coupled component sub-units, such as... Figure 4 As shown. Figure 4 and Figure 5In the attached diagram, 1 represents a beam member, 2 represents a column member, 3 represents a compression-tension asymmetric contact constraint mechanism, 4 represents a coupling mechanism based on the relative rotation angle of nodes, 5 represents prestressed tendons, 6 represents the force equilibrium point of the master node, and 7 represents the force equilibrium point of the slave node. Each element automatically adjusts its orientation at each time step through a dynamically updated local-global coordinate transformation, achieving geometric compatibility and force vector transfer between nodes. Five integration points are arranged along the axis of the beam and column members, and the cross-section is divided into 20 fiber zones, distinguishing between core and non-core concrete. A compression-tension asymmetric contact constraint mechanism is set in the node region to describe the opening and closing behavior, and a coupling mechanism based on the relative rotation angle of nodes is set to reflect the recovery and energy dissipation characteristics to simulate self-resetting behavior.

[0048] Simulations of nodes and frames were performed using quasi-static loading inputs and dynamic load inputs, respectively, as follows: Figure 5 As shown. Static loading was applied in stages at 0.1%, 0.2%, 0.5%, 0.75%, and 1% of the inter-story drift angle. The results showed clear node opening and closing, minimal residual displacement, and a "flag-shaped" hysteresis curve, demonstrating significant self-resetting capability. The correlation coefficient of the hysteresis curve was 0.982 compared to the experimental results, with an error of ±5.18%~8.80%. For dynamic input, the Iwate seismic wave was selected as the external excitation signal, with a peak acceleration of 0.84g, a time duration of 25s, and an integration step size of 1×10⁻⁶. -4 During the explicit time integration process, the system directly updates velocity and displacement based on the nodal force equilibrium equations. After solving, the system outputs the top-floor displacement, inter-story drift angle, and nodal opening changes. Simulation results show that the top-floor displacement error is less than 4.0%, the inter-story drift angle error is less than 9%, and the opening rotation value is less than 0.2%. The top-floor displacement-base shear curve shows a large energy dissipation curve envelope, verifying the reliability of the proposed method in simulating nodal nonlinearity and overall dynamic response. Calculation results are as follows: Figures 6-8 As shown. Compared with traditional finite element iterative methods, the method provided in this application does not require matrix rearrangement or nonlinear iteration throughout the calculation process. The explicit integration process is stable and has good convergence, efficiently obtaining the dynamic response results of the structure. Comparison with experimental results verifies the accuracy and engineering applicability of the method in this application. Figure 6 Part (a) is a schematic diagram of the displacement of the first layer. Figure 6 Part (b) is a schematic diagram of the displacement of the second layer. Figure 6 Part (c) is a schematic diagram of the displacement of the third layer. VFIFE indicates that this application is based on vector finite element method of vector mechanics, that is, it represents the calculation result obtained by using the method of this application.

[0049] In summary, this application can accurately capture the hysteretic characteristics and residual deformation patterns of self-resetting frame structures under strong earthquakes. The numerical results are consistent with experimental observations, proving the correctness and engineering applicability of the method provided in this application.

[0050] Based on the same inventive concept, this application also provides a seismic performance analysis system for a self-resetting frame structure to implement the above-mentioned seismic performance analysis method for self-resetting frame structures. The solution provided by this system is similar to the solution described in the above method. Therefore, the specific limitations of one or more embodiments of the seismic performance analysis system for self-resetting frame structures provided below can be found in the limitations of the seismic performance analysis method for self-resetting frame structures described above, and will not be repeated here.

[0051] In one exemplary embodiment, such as Figure 2 As shown, a seismic performance analysis system for self-resetting frame structures is provided, comprising a storage unit and sequentially connected parameter input interfaces, modeling units, solution units, response analysis units, and visualization and evaluation units. The storage unit is connected to both the solution unit and the visualization and evaluation unit. The storage unit stores a nonlinear characteristic library. There are clear input-output relationships between the system units: the modeling unit outputs node and unit data; the solution unit executes an explicit time integration method based on vector dynamic equations, outputting displacement, velocity, and energy responses; the nonlinear characteristic library provides material constitutive and constraint parameters; the response analysis unit outputs hysteresis and energy dissipation curves and performance indices; and the visualization and evaluation unit generates performance levels and graphical results.

[0052] Specifically, the modeling unit performs the following operations: acquiring self-resetting frame structure data; and establishing a geometric and kinematic model of the self-resetting frame structure under a unified dynamic equilibrium system based on vector mechanics principles and the self-resetting frame structure data.

[0053] The operations performed by the solver include: setting up a compression-tension asymmetric contact constraint mechanism and a coupling mechanism based on the relative rotation angle of nodes at the nodes of the geometric and kinematic models; simulating node opening, closing, and self-resetting behavior based on the compression-tension asymmetric contact constraint mechanism and the coupling mechanism based on the relative rotation angle of nodes to obtain the nonlinear characteristics of materials and components in the geometric and kinematic models; establishing dynamic equations based on the nodal force equilibrium equations; and acquiring a nonlinear characteristic library. This library stores material constitutive relations and restoring force models, along with corresponding nonlinear characteristics. Based on the nonlinear characteristics of materials and components, the corresponding material constitutive relations and restoring force models are invoked to achieve a unified solution of the nonlinear response description and dynamic equations at the nodal level, obtaining dynamic response data.

[0054] The operation of the response analysis unit includes: determining performance indicators based on dynamic response data, and generating hysteresis curves and energy dissipation curves.

[0055] The operation of the visualization and evaluation unit includes: establishing a multi-parameter seismic performance index system, determining the seismic performance level of the self-setting frame structure based on the performance index, and graphically processing the performance index, hysteresis curve, energy dissipation curve, and seismic performance level to generate evaluation reports and visualization results.

[0056] As an optional implementation, modeling units, solution units, nonlinear characteristic libraries, response analysis units, and visualization and evaluation units can be integrated into any self-setting frame structure seismic performance analysis system to form a fully automated integrated architecture from data input and model building to solution analysis and performance evaluation. Based on this, the overall implementation process of the self-setting frame structure seismic performance analysis system provided in this application can be as follows: Figure 3 As shown, it includes: S1 Structural Discretization and Modeling: The structure is discretized under a unified vector-based dynamic equilibrium system, and each element achieves geometric compatibility through coordinate transformation updates. This step is performed by the modeling unit. Based on vector mechanics principles, this modeling unit establishes a geometric and kinematic model of the self-resetting frame structure under a unified dynamic equilibrium system. Beams, columns, and node regions are discretized into multi-directional coupled component sub-elements to achieve mechanical continuity and geometric coordination of the overall structure.

[0057] S2 Node Constraints and Nonlinear Description: A compression-tension asymmetric contact constraint mechanism and a coupling mechanism based on the relative rotation angle of nodes are established to simulate node opening, closing, and self-resetting behavior. This step is completed collaboratively by the solver element and the nonlinear characteristic library.

[0058] S3 Dynamic Equations and Explicit Time Integration: This step establishes the nodal force equilibrium equations and performs explicit integration to achieve energy conservation through the coordination of kinetic energy and internal force work. This process is executed by the solution unit. Based on vector mechanics principles, this unit establishes the structure's dynamic equations through the nodal force equilibrium equations. Specifically, the nodal force equilibrium equations are established based on vector dynamic equilibrium relationships. For each node, the principle of point mass dynamics is applied, projecting the internal forces of the component onto the node through the element direction vector, and combining this with external forces to form nodal dynamic equilibrium. The global dynamic equations are then obtained by summing these equations point by point.

[0059] S4 Performance Index Extraction and Evaluation: This step extracts indicators such as residual displacement rate, coefficient of restitution, and energy dissipation ratio to identify the seismic performance level. This process is completed collaboratively by the response analysis unit and the visualization and evaluation unit. After calculating the indicators, the response analysis unit generates hysteresis curves and energy dissipation curves. Based on the indicator results, the visualization and evaluation unit automatically outputs the structure's performance level, indicator reports, and graphical visualization results, forming an intuitive seismic performance evaluation interface. This modular processing flow achieves seamless conversion from numerical analysis results to engineering judgment indicators, significantly improving the engineering applicability and intelligence level of seismic performance analysis for self-setting structures.

[0060] S5 System Integration and Visualization Output: Integrates modeling units, solution units, response analysis units, and visualization and evaluation units, outputting visualization results such as hysteresis curves.

[0061] Based on the above description, the modeling unit is responsible for receiving input information such as geometric dimensions, material parameters, component types, loads, and boundary conditions, and generating structural node, element topology, and dynamic equilibrium equation data, providing an input interface for the solver unit. The solver unit performs explicit time integration operations based on the structural data from the modeling unit, outputting nodal displacements, velocities, accelerations, and energy response results. The nonlinear property library provides the solver unit with constitutive relations and constraint parameters for components such as angle steel, concrete, and prestressed tendons, enabling material support for nonlinear responses.

[0062] The response analysis unit takes the dynamic response data output by the solution unit as input, calculates performance indicators such as residual displacement ratio, energy dissipation ratio, and coefficient of restitution, and generates hysteresis curves and energy dissipation curves. The visualization and evaluation unit performs graphical processing on the above results, automatically identifies the seismic performance level of the structure based on the performance indicators, and outputs evaluation reports and visualization results, realizing the integration of engineering judgment and display.

[0063] The system's functional units collaborate in a modular fashion through data interfaces: the modeling unit provides node and element data to the solution unit; the nonlinear characteristic library provides material parameters and constraint models to the solution unit; the solution unit provides dynamic response results to the response analysis unit; and the response analysis unit provides performance indicators and energy curves to the visualization and evaluation unit. The data transfer and access processes between modules are automated through a unified interface protocol, forming a continuous workflow for structural seismic performance analysis.

[0064] Through the aforementioned system integration, the entire process of modeling, solving, analyzing, and evaluating can be automated. Compared to traditional finite element software that requires multi-platform conversion and manual intervention, the system provided in this application achieves integrated operation of structural modeling, nonlinear solving, and performance evaluation within a unified vector dynamics framework, significantly improving the computational efficiency and engineering applicability of seismic performance analysis for self-setting structures. Modular integration enables automation of the entire process from modeling to evaluation, enhancing the engineering application efficiency of seismic performance analysis for self-setting structures.

[0065] In summary, compared with the prior art, the beneficial effects of this application are reflected in: (1) Innovation in mechanical principles: This application establishes the dynamic equilibrium equation of the nodes based on the principle of vector mechanics, without relying on the assembly and iterative solution of the overall stiffness matrix, which significantly improves the computational stability.

[0066] (2) Precise description of node behavior: The compression-tension asymmetric contact constraint mechanism provided in this application realizes dynamic tracking of the entire process of node opening and closing.

[0067] (3) Energy conservation algorithm: The explicit integration method provided in this application is combined with the energy coordination term to suppress energy drift, improve the stability of energy balance, and make energy error controllable.

[0068] (4) Performance evaluation system: Establish residual displacement rate, energy dissipation ratio and recovery coefficient indicators to achieve quantitative level identification.

[0069] (5) Systematic integration: Through modular systems, modeling, representation, solution, evaluation and integrated analysis are realized, which significantly improves computational efficiency and automation level.

[0070] In summary, the solution provided in this application can offer a powerful tool for further research on the dynamic response of self-resetting frame structures under problems such as large deformation, large displacement, nonlinearity, and multi-body coupling, and it has wide applicability.

[0071] In an exemplary embodiment of this application, the seismic performance analysis method for self-resetting frame structures provided in this application can be embedded in a structural analysis and simulation software platform for engineering applications. Based on this, in this embodiment, the system provided in this application consists of a modeling unit, a solution unit, a nonlinear characteristic library, a response analysis unit, and a visualization and evaluation unit. The modeling unit implements structural geometric modeling and parameter definition through a graphical interface. The solution unit executes an explicit integration algorithm based on the vector dynamic equations of this invention, supporting multiple seismic wave inputs and automatic time history control. The nonlinear characteristic library provides constitutive parameter interfaces for concrete, reinforcing steel, angle steel, and prestressed tendons, allowing users to customize material properties according to engineering requirements.

[0072] After the calculations are completed, the response analysis unit automatically extracts indicators such as inter-story drift, residual drift, energy dissipation, and coefficient of restitution, and generates seismic performance assessment results. The visualization and evaluation unit uses a 3D animation module to dynamically display the entire structural response process, outputting visualization results such as hysteresis curves, energy curves, and residual deformation cloud maps.

[0073] The system in this embodiment can complete nonlinear time history analysis without global matrix assembly and iterative solution, exhibiting high computational efficiency and stability. The system supports batch model analysis and automatic result archiving, and can directly output seismic performance level reports and visualization animations, improving the automation and intelligence level of seismic analysis of self-resetting frame structures.

[0074] In one exemplary embodiment, a computer device is provided, which may be a server or a terminal, and its internal structure diagram may be as follows. Figure 9 As shown, the computer device includes a processor, memory, input / output (I / O) interfaces, and a communication interface. The processor, memory, and I / O interfaces are connected via a system bus, and the communication interface is also connected to the system bus via the I / O interfaces. The processor provides computational and control capabilities. The memory includes non-volatile storage media and internal memory. The non-volatile storage media stores the operating system, computer programs, and a database. The internal memory provides the environment for the operation of the operating system and computer programs stored in the non-volatile storage media. The database stores seismic performance analysis data for self-resetting frame structures. The I / O interfaces are used for information exchange between the processor and external devices. The communication interface is used for communication with external terminals via a network connection. When the computer program is executed by the processor, it implements a seismic performance analysis method for self-resetting frame structures.

[0075] Those skilled in the art will understand that Figure 9 The structure shown is merely a block diagram of a portion of the structure related to the present application and does not constitute a limitation on the computer device to which the present application is applied. Specific computer devices may include more or fewer components than those shown in the figure, or combine certain components, or have different component arrangements.

[0076] In one exemplary embodiment, a computer device is provided, including a memory and a processor, wherein the memory stores a computer program, and the processor executes the computer program to implement the steps in the above-described method embodiments.

[0077] In one exemplary embodiment, a computer-readable storage medium is provided storing a computer program that, when executed by a processor, implements the steps in the above-described method embodiments.

[0078] In one exemplary embodiment, a computer program product is provided, including a computer program that, when executed by a processor, implements the steps in the above-described method embodiments.

[0079] It should be noted that the user information (including but not limited to user device information, user personal information, etc.) and data (including but not limited to data used for analysis, data stored, data displayed, etc.) involved in this application are all information and data authorized by the user or fully authorized by all parties, and the collection, use and processing of the relevant data must comply with relevant regulations.

[0080] Those skilled in the art will understand that all or part of the processes in the above embodiments can be implemented by a computer program instructing related hardware. The computer program can be stored in a non-volatile computer-readable storage medium, and when executed, it can include the processes of the embodiments described above. Any references to memory, databases, or other media used in the embodiments provided in this application can include at least one of non-volatile and volatile memory. Non-volatile memory can include read-only memory (ROM), magnetic tape, floppy disk, flash memory, optical memory, high-density embedded non-volatile memory, resistive random access memory (RRAM), 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 many forms, such as Static Random Access Memory (SRAM) or Dynamic Random Access Memory (DRAM).

[0081] The databases involved in the embodiments provided in this application may include at least one type of relational database and non-relational database. Non-relational databases may include, but are not limited to, blockchain-based distributed databases. The processors involved in the embodiments provided in this application may be general-purpose processors, central processing units, graphics processing units, digital signal processors, programmable logic devices, quantum computing-based data processing logic devices, etc., and are not limited to these.

[0082] The technical features of the above embodiments can be combined in any way. For the sake of brevity, 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 specification.

[0083] This document uses specific examples to illustrate the principles and implementation methods of this application. The descriptions of the above embodiments are only for the purpose of helping to understand the methods and core ideas of this application. Furthermore, those skilled in the art will recognize that, based on the ideas of this application, there will be changes in the specific implementation methods and application scope. Therefore, the content of this specification should not be construed as a limitation of this application.

Claims

1. A method for analyzing seismic performance of a self-centering frame structure, characterized by, include: Obtain the self-resetting frame structure data; Based on the principles of vector mechanics and combined with the self-resetting frame structure data, a geometric and kinematic model of the self-resetting frame structure is established under a unified dynamic equilibrium system. A compression-tension asymmetric contact constraint mechanism and a coupling mechanism based on the relative rotation angle of the nodes are set at the nodes of the geometric and motion model. The opening, closing and self-resetting behavior of the nodes are simulated based on the compression-tension asymmetric contact constraint mechanism and the coupling mechanism based on the relative rotation angle of the nodes, so as to obtain the nonlinear characteristics of the materials and components in the geometric and motion model. Establish dynamic equations based on the nodal force equilibrium equations; Obtain a nonlinear property library; the nonlinear property library stores material constitutive relations, restoring force models, and corresponding nonlinear characteristics. By invoking the corresponding material constitutive relations and restoring force models based on the nonlinear characteristics of materials and components, the nonlinear response description and dynamic equation solution at the nodal level are unified, and dynamic response data are obtained. Based on the dynamic response data, a multi-parameter seismic performance index system is established to achieve quantitative seismic performance analysis of self-resetting frame structures.

2. The method of claim 1, wherein, Based on the principles of vector mechanics and combined with the self-resetting frame structure data, a geometric and kinematic model of the self-resetting frame structure is established under a unified dynamic equilibrium system, including: Based on the principles of vector mechanics and combined with the data of the self-resetting frame structure, under a unified dynamic equilibrium system, the beams, columns, and node regions in the self-resetting frame structure are discretized into multi-directional coupled component sub-units. Each multi-directional coupled component sub-unit consists of a main unit describing the bending-shear interaction between beams and columns and a local coupled unit for angular coordination of nodes. The main unit reflects the coupled deformation characteristics of beams and columns under the combined action of bending and shear. The local coupled unit is used to correct angular discontinuities at nodes, achieving coordination between node deformation and stress. The parallel combination of the main unit and the local coupled unit reflects the actual force path and mechanical response of beams, columns, and nodes in the self-resetting frame structure. In the process of constructing the geometric and kinematic model, the main unit and the locally coupled unit define axial, shear and rotational degrees of freedom in the corresponding coordinate system, and maintain geometric compatibility and force transmission consistency through local-global coordinate transformation that is updated dynamically; the local-global coordinate transformation is described by a rotation matrix based on vector balance relationship.

3. The seismic performance analysis method for self-resetting frame structures according to claim 1, characterized in that, The compression-tension asymmetric contact constraint mechanism consists of a contact spring and constraint logic; when the node interface is under compression, the spring is activated and generates a constraint reaction force; when the interface is under tension, the spring fails and releases the contact constraint, causing the node to separate.

4. The seismic performance analysis method for self-resetting frame structures according to claim 1, characterized in that, The simulation of node opening, closing, and self-resetting behavior based on the aforementioned compression-tension asymmetric contact constraint mechanism and the aforementioned coupling mechanism based on node relative rotation angle includes: The compression-tension asymmetric contact constraint mechanism is used to generate constraint reaction force when the node contact interface is under compression and release constraint when under tension, so as to realize the opening and closing control of the node and simulate the opening and closing behavior of the node; the coupling mechanism based on the relative rotation angle of the node takes the relative rotation angle or rotational deformation of the node as input, generates restoring force term and / or energy dissipation term related to the node rotation, and participates in the node force balance calculation, so as to coordinate the rotational deformation of the node and reflect the restoration and energy dissipation behavior in the opening, closing and self-resetting process of the node, so as to realize the simulation of the node self-resetting behavior.

5. The seismic performance analysis method for self-resetting frame structures according to claim 1, characterized in that, In the process of calling the corresponding material constitutive relation and restoring force model based on the nonlinear characteristics of materials and components to achieve a unified solution of nonlinear response description and dynamic equation at the nodal level, an explicit time integration method is used to solve the dynamic equation by time advancement; the time step used in the explicit time integration method is automatically adjusted according to the stability conditions.

6. The seismic performance analysis method for self-resetting frame structures according to claim 1, characterized in that, Based on the aforementioned dynamic response data, a multi-parameter seismic performance index system is established to achieve quantitative seismic performance analysis of self-setting frame structures, including: The performance indicators of the multi-parameter seismic performance index system are determined based on the dynamic response data; the performance indicators include: residual displacement ratio, energy dissipation ratio, and coefficient of restitution. Based on the aforementioned performance indicators, the seismic performance level is determined to achieve quantitative seismic performance analysis of the self-resetting frame structure.

7. A seismic performance analysis system for self-resetting frame structures, characterized in that, include: The storage unit, along with the parameter input interface, modeling unit, solution unit, response analysis unit, and visualization and evaluation unit connected in sequence; The storage unit is connected to both the solution unit and the visualization and evaluation unit. The storage unit stores a library of nonlinear characteristics; The operations performed by the modeling unit include: acquiring self-resetting frame structure data; and establishing a geometric and motion model of the self-resetting frame structure under a unified dynamic equilibrium system based on vector mechanics principles and the self-resetting frame structure data. The operations performed by the solution unit include: setting a compression-tension asymmetric contact constraint mechanism at the nodes of the geometric and motion model, and simulating the opening, closing, and self-resetting behavior of the nodes based on the compression-tension asymmetric contact constraint mechanism and the coupling mechanism based on the relative rotation angle of the nodes to obtain the nonlinear characteristics of the materials and components in the geometric and motion model; establishing dynamic equations based on the node force balance equations; acquiring a nonlinear characteristic library; the nonlinear characteristic library stores material constitutive relations and restoring force models as well as corresponding nonlinear characteristics; calling the corresponding material constitutive relations and restoring force models based on the nonlinear characteristics of the materials and components to achieve a unified solution of the nonlinear response description and dynamic equations at the node level, and obtaining dynamic response data; The operation of the response analysis unit includes: determining performance indicators based on the dynamic response data, and generating hysteresis curves and energy dissipation curves; The operation of the visualization and evaluation unit includes: establishing a multi-parameter seismic performance index system, determining the seismic performance level of the self-setting frame structure based on the performance index, and graphically processing the performance index, hysteresis curve, energy dissipation curve, and seismic performance level to generate an evaluation report and visualization results.

8. A computer device, comprising: A memory, a processor, and a computer program stored in the memory and capable of running on the processor, characterized in that the processor executes the computer program to implement the seismic performance analysis method for a self-resetting frame structure according to any one of claims 1-6.

9. A computer-readable storage medium having a computer program stored thereon, characterized in that, When executed by a processor, the computer program implements the seismic performance analysis method for self-resetting frame structures as described in any one of claims 1-6.

10. A computer program product, comprising a computer program, characterized in that, When executed by a processor, the computer program implements the seismic performance analysis method for self-resetting frame structures as described in any one of claims 1-6.

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