Frame structure analysis method and system under impact load effect

Abstract

The invention relates to a frame structure analysis method and system under the impact load effect, and the method comprises the steps: carrying out the modeling of a frame structure based on the basic information of the frame structure of a preset building unit, and obtaining a frame structure model; a load time history curve of the impact load acting on the preset building unit is constructed, and the load time history curve represents the change of the acting force of the impact load along with time; and based on the frame structure model and the load time history curve, solving a frame structure analysis result of the preset building unit under the action of the impact load. By means of the method, dynamic anti-explosion analysis combining the frame structure model and the load time history curve is achieved, the limitation of a traditional equivalent static method or a simplified dynamic model is broken through, the influence of key parameters on a structure damage mode can be quantified, transient nonlinear response under the action of shock waves can be accurately captured, and the anti-explosion effect is improved. The problem of how to accurately analyze the frame structure of the building under the action of the impact load is solved.

Description

Technical Field

[0001] The present application relates to the field of impact resistance analysis of building structures, and in particular to a method and system for analyzing frame structures under impact loads. Background Art

[0002] With the rapid development of precision-guided weapons and high-energy explosive devices, the threat of explosion shock to building structures is becoming increasingly severe. Its transient overpressure and high-frequency load characteristics pose severe challenges to traditional protection systems.

[0003] The spatiotemporal distribution of shock waves (such as the Friedlander waveform attenuation coefficient and peak reflected overpressure) and the material's dynamic intensity enhancement factor (DIF) are key variables influencing a structure's blast resistance. Currently, these parameters often rely on empirical formulas or simplified assumptions (such as uniform load distribution and static constitutive model superposition with dynamic correction factors). These factors make it difficult to accurately characterize complex phenomena such as the spatial heterogeneity of blast loads and the interaction between steel and concrete.

[0004] Currently, no effective solution has been proposed in the relevant technologies on how to accurately analyze the frame structure of a building under impact loads. Summary of the Invention

[0005] The embodiments of the present application provide a method and system for analyzing a frame structure under an impact load, so as to at least solve the problem in the related art of how to accurately analyze the frame structure of a building under an impact load.

[0006] In a first aspect, an embodiment of the present application provides a method for analyzing a frame structure under an impact load, the method comprising: Based on basic information of the frame structure of the preset building unit, modeling the frame structure to obtain a frame structure model, wherein the basic information includes size information, material stress and strain information, and cross-section design information; Constructing a load-time history curve of the impact load acting on the preset building unit, wherein the load-time history curve represents the change of the force of the impact load over time; Based on the frame structure model and the load time history curve, the frame structure analysis result of the preset building unit under the impact load is solved.

[0007] In some embodiments, based on basic information of the frame structure of a preset building unit, modeling the frame structure to obtain a frame structure model includes: Based on the size information of the frame structure of the preset building unit, a global stiffness matrix is ​​constructed; constructing a dynamic constitutive model based on material stress and strain information of the frame structure; Based on the cross-sectional design information of the frame structure, each cross-sectional area of ​​the frame structure is defined as a fiber cross-sectional area, wherein each fiber in the fiber cross-sectional area includes a uniaxial material and corresponding area information and position information; Based on the global stiffness matrix, the dynamic constitutive model and the fiber cross section, a frame structure model of the preset building unit is determined.

[0008] In some embodiments, constructing a global stiffness matrix based on dimension information of a frame structure of a preset building unit includes: Based on the size information of the frame structure of the preset building unit, the frame structure is divided into nodes and the number and coordinates of each node are determined; A global stiffness matrix is ​​constructed based on the number and coordinates of each node in the frame structure.

[0009] In some embodiments, constructing a dynamic constitutive model based on material stress and strain information of the frame structure includes: Based on the material stress and strain information of the frame structure, a Concrete01 dynamic constitutive model and a ReinforcingSteel dynamic constitutive model are constructed, wherein the Concrete01 dynamic constitutive model describes the mechanical behavior of the concrete material in the frame structure, and the ReinforcingSteel dynamic constitutive model describes the mechanical behavior of the steel material in the frame structure.

[0010] In some embodiments, constructing a load-time history curve of the impact load acting on the pre-set building unit includes: The force-time history of the impact load is described by a triangular pulse function; Based on the force time history, action direction and action position of the impact load, a load time history curve of the impact load acting on the preset building unit is constructed.

[0011] In some embodiments, solving the frame structure analysis result of the preset building unit under the impact load based on the frame structure model and the load time history curve includes: The frame structure model and the load time history curve are compiled and configured using a preset general script language to obtain corresponding analysis script codes; The analysis script code is parsed in the OpenSees finite element analysis framework to obtain the frame structure analysis results of the preset building unit.

[0012] In some embodiments, configuring the framework structure model using a preset universal scripting language includes: Using the node command of the Tcl scripting language, each node of the framework structure in the framework structure model is created, and a determined number and coordinate are configured for each node; Create the Concrete01 material corresponding to the Concrete01 dynamic constitutive model in the frame structure model through the uniaxialMaterial command of the Tcl script language; Creating a ReinforcingSteel material corresponding to the ReinforcingSteel dynamic constitutive model in the frame structure model through the uniaxialMaterial command of the Tcl scripting language; Creating a structural section corresponding to the fiber section in the frame structure model by using the section Fiber command of the Tcl scripting language; On the basis of the creation of each node, the Concrete01 material, the ReinforcingSteel material and the structural section, a dispBeamColumn unit object of the preset building unit is created by using the element dispBeamColumn command of the Tcl scripting language; After the dispBeamColumn unit object is created, the structural damping is set using the rayleigh command of the Tcl scripting language, wherein the structural damping is a linear combination of the mass matrix and the global stiffness matrix of the frame structure model.

[0013] In some embodiments, configuring the load-time history curve using a preset universal scripting language includes: Creating a load pattern of the load-time history curve using the pattern Plain command of the Tcl scripting language; The timeSeries command of the Tcl scripting language is used to specify the time variation pattern, action direction and action time of the impact load under the load mode, and load the load to the nodes of the frame structure.

[0014] In some embodiments, parsing the analysis script code in the OpenSees finite element analysis framework to obtain the frame structure analysis results of the preset building unit includes: Parsing the analysis script code in the OpenSees finite element analysis framework to construct a system equation for the entire frame structure; The system equations are solved by iteratively updated operation logic to obtain the frame structure analysis results of the preset building units, wherein the preset building units are beam-column units.

[0015] In a second aspect, an embodiment of the present application provides a system for analyzing a frame structure under an impact load, the system being configured to execute the method described in the first aspect above, the system comprising a structural modeling module, a load time history module, and an analytical solution module; The structural modeling module is used to model the frame structure according to basic information of the frame structure of the preset building unit to obtain a frame structure model, wherein the basic information includes size information, material stress and strain information, and cross-section design information; The load time history module is used to construct a load time history curve of the impact load acting on the preset building unit, wherein the load time history curve represents the change of the force of the impact load over time; The analytical solution module is used to solve the frame structure analysis result of the preset building unit under the impact load based on the frame structure model and the load time history curve.

[0016] Compared with the related art, the embodiment of the present application provides a method and system for analyzing a frame structure under an impact load, wherein the method models the frame structure based on basic information of the frame structure of a preset building unit to obtain a frame structure model, wherein the basic information includes size information, material stress-strain information and cross-section design information; constructs a load-time curve of the impact load acting on the preset building unit, wherein the load-time curve represents the change of the force of the impact load over time; based on the frame structure model and the load-time curve, the analysis result of the frame structure of the preset building unit under the impact load is solved, and a dynamic explosion-proof analysis combining the frame structure model and the load-time curve is realized, breaking through the limitations of the traditional equivalent static method or simplified dynamic model, and can quantify the influence of key parameters on the structural failure mode, and can accurately capture the transient nonlinear response under the action of the shock wave, solving the problem of how to accurately analyze the frame structure of the building under the impact load. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] The drawings described herein are used to provide a further understanding of the present application and constitute a part of the present application. The illustrative embodiments of the present application and their descriptions are used to explain the present application and do not constitute an improper limitation on the present application. In the drawings: Figure 1 is a flowchart of the steps of a method for analyzing a frame structure under impact load according to an embodiment of the present application; Figure 2 This is a structural diagram of a reinforced concrete double-column pier beam according to a specific embodiment of the present application; Figure 3 This is a schematic structural diagram of a beam-column fiber cross section according to a specific embodiment of the present application; Figure 4is a schematic diagram of shock wave loading of a frame structure according to a specific embodiment of the present application; Figure 5 Schematic diagram of the internal structure of an electronic device according to an embodiment of the present application. DETAILED DESCRIPTION

[0018] In order to make the purpose, technical solutions and advantages of this application more clearly understood, the present application is described and illustrated below in conjunction with the accompanying drawings and examples. It should be understood that the specific embodiments described herein are merely used to explain this application and are not intended to limit this application. Based on the embodiments provided in this application, all other embodiments obtained by those of ordinary skill in the art without making any creative efforts are within the scope of protection of this application.

[0019] Obviously, the drawings described below are merely examples or embodiments of the present application. Those skilled in the art can, without inventive effort, apply the present application to other similar scenarios based on these drawings. Furthermore, it is also understood that, although the effort involved in such a development process may be complex and lengthy, for those skilled in the art related to the content disclosed in this application, changes in design, manufacturing, or production based on the technical content disclosed in this application are merely conventional technical means and should not be construed as an insufficiency of the content disclosed in this application.

[0020] References to "embodiments" in this application mean that a particular feature, structure, or characteristic described in connection with the embodiment may be included in at least one embodiment of the application. The appearance of this phrase in various places in the specification does not necessarily refer to the same embodiment, nor does it refer to independent or alternative embodiments that are mutually exclusive of other embodiments. It is understood, both explicitly and implicitly, by those skilled in the art that the embodiments described in this application may be combined with other embodiments unless there is a conflict.

[0021] Unless otherwise defined, technical or scientific terms used herein shall have the ordinary meaning as understood by persons of ordinary skill in the art to which this application belongs. The terms "a," "an," "an," "the," and similar expressions used herein do not denote quantitative limitations and may refer to either the singular or the plural. The terms "comprise," "include," "have," and any variations thereof, used herein, are intended to cover non-exclusive inclusions. For example, a process, method, system, product, or apparatus comprising a series of steps or modules (units) is not limited to the listed steps or units but may also include steps or units not listed, or may include other steps or units inherent to the process, method, product, or apparatus. The terms "connected," "connected," "coupled," and similar expressions used herein are not limited to physical or mechanical connections but may include electrical connections, whether direct or indirect. As used herein, "plurality" means two or more. "And / or" describes an association between associated objects, indicating that three possible relationships exist. For example, "A and / or B" may mean: A exists alone; A and B exist simultaneously; or B exists alone. The character " / " generally indicates that the objects before and after are in an "or" relationship. The terms "first", "second", "third", etc. involved in this application are only used to distinguish similar objects and do not represent a specific order for the objects.

[0022] The present invention provides a method for analyzing a frame structure under impact load. Figure 1 is a flowchart of the steps of the frame structure analysis method under impact load according to an embodiment of the present application, such as Figure 1 As shown, the method includes the following steps: Step S102: Modeling the frame structure based on basic information of the frame structure of the preset building unit to obtain a frame structure model, wherein the basic information includes size information, material stress and strain information, and cross-section design information; Step S102 specifically includes the following steps: Step S1021: constructing a global stiffness matrix based on the size information of the frame structure of the preset building unit; Specifically, step S1021 divides the frame structure into nodes based on the size information of the frame structure of the preset building unit and determines the number and coordinates of each node; and constructs a global stiffness matrix based on the number and coordinates of each node in the frame structure.

[0023] Step S1022: constructing a dynamic constitutive model based on the material stress and strain information of the frame structure; Specifically, step S1022 constructs a Concrete01 dynamic constitutive model and a ReinforcingSteel dynamic constitutive model based on the material stress and strain information of the frame structure, wherein the Concrete01 dynamic constitutive model describes the mechanical behavior of the concrete material in the frame structure, and the ReinforcingSteel dynamic constitutive model describes the mechanical behavior of the steel material in the frame structure.

[0024] Step S1023 , based on the cross-section design information of the frame structure, defining each cross-section on the frame structure as a fiber cross-section, wherein each fiber in the fiber cross-section includes a uniaxial material, and corresponding area information and position information; Step S1024: Determine the frame structure model of the preset building unit based on the global stiffness matrix, the dynamic constitutive model, and the fiber cross section.

[0025] Step S104: constructing a load-time history curve of the impact load acting on the preset building unit, wherein the load-time history curve represents the change of the force of the impact load over time; Specifically, step S104 describes the force time history of the impact load through a triangular pulse function; based on the force time history, action direction and action position of the impact load, a load time history curve of the impact load acting on the preset building unit is constructed.

[0026] Step S106 : Based on the frame structure model and the load time history curve, the frame structure analysis result of the preset building unit under the impact load is solved.

[0027] Step S106 specifically includes the following steps: Step S1061: compile and configure the frame structure model and the load time history curve using a preset general script language to obtain corresponding analysis script code; Step S1061 specifically: ① The framework structure model is configured by using a preset general scripting language, including: (1) Create each node of the framework structure in the framework structure model through the node command of the Tcl script language, and configure the determined number and coordinates for each node; (2) Create the Concrete01 material corresponding to the Concrete01 dynamic constitutive model in the frame structure model through the uniaxialMaterial command of the Tcl scripting language; (3) Create the ReinforcingSteel material corresponding to the ReinforcingSteel dynamic constitutive model in the frame structure model through the uniaxialMaterial command of the Tcl scripting language; (4) Create a structural section corresponding to the fiber section in the frame structure model using the section Fiber command of the Tcl scripting language; (5) Based on the creation of each node, Concrete01 material, ReinforcingSteel material and structural section, create the dispBeamColumn unit object of the preset building unit through the element dispBeamColumn command of the Tcl script language; (6) After the dispBeamColumn unit object is created, the structural damping is set using the rayleigh command of the Tcl scripting language. The structural damping is a linear combination of the mass matrix and the global stiffness matrix of the frame structure model.

[0028] It should be noted that Tcl (Tool Command Language) is a general-purpose scripting language that can be used in automation tasks, rapid prototyping, graphical user interface (GUI) design, network programming, embedded systems, and other fields. dispBeamColumn stands for Displacement-Based Beam-Column Element, a displacement-based beam-column element. It uses displacement as the fundamental unknown quantity and solves for it by constructing a stiffness matrix and a force matrix. Other parameters are then calculated from nodal displacements, using the stiffness method.

[0029] ② The configuration of the load time history curve is written using a preset general script language, including: (1) Create the load pattern of the load-time history curve using the pattern Plain command of the Tcl scripting language; (2) Through the timeSeries command of the Tcl scripting language, the time-varying law, action direction and action time of the impact load under the load mode are specified and loaded onto the nodes of the frame structure.

[0030] Step S1062: parsing the analysis script code in the OpenSees finite element analysis framework to obtain the frame structure analysis results of the preset building unit.

[0031] Specifically, step S1062 parses the analysis script code in the OpenSees finite element analysis framework to construct a system equation for the entire frame structure; solves the system equation through iteratively updated operation logic to obtain the frame structure analysis results of the preset building unit, wherein the preset building unit is a beam-column unit.

[0032] Through the above steps in the embodiment of the present application, a dynamic explosion-resistant analysis combining the frame structure model and the load time history curve is realized, breaking through the limitations of the traditional equivalent static method or simplified dynamic model, and quantifying the influence of key parameters on the structural failure mode. It can accurately capture the transient nonlinear response under the action of shock waves and solve the problem of how to accurately analyze the frame structure of the building under the action of impact loads.

[0033] The present application provides a method for analyzing a frame structure under impact loads. In this embodiment, the pre-set building unit is a beam-column unit, which is preferably a reinforced concrete double-column pier beam. The pier has a diameter of 1.1m and a height of 7m, and the cap beam has a size of 1.6m x 1.4m and a length of 9m. Based on this reinforced concrete double-column pier beam, the frame structure analysis method of this embodiment includes the following steps: Step S201, (corresponding to step S1021 in the above embodiment), Figure 2 FIG. 1 is a structural diagram of a reinforced concrete double-column pier beam according to a specific embodiment of the present application, as shown in FIG. Figure 2 As shown in the figure, based on the dimensional characteristics of the reinforced concrete double-column pier-beam frame structure, the frame structure is divided into 14 nodes. These nodes are numbered from 1 to 14 along the structure from top to bottom and from left to right, and the coordinates of each node are determined. Subsequently, dispBeamColumn elements are established based on the divided nodes and the elements are numbered. The global stiffness matrix is:

[0034] Where K local is the elastic stiffness matrix in the local coordinate system, K geo is the geometric stiffness matrix constructed according to the axial force P at a certain moment, T is the local to global coordinate transformation matrix, and the superscript T indicates the matrix transpose.

[0035] In step S202 (corresponding to step S1022 in the above embodiment), a dynamic constitutive model of the reinforced concrete double-column pier beam is constructed, where the concrete is defined using the Concrete01 material and the steel bars are defined using the ReinforcingSteel material.

[0036] The Concrete01 dynamic constitutive model uses the uniaxial compressive constitutive model proposed by Kent-Scott-Park as the skeleton curve, and does not consider the tensile strength of concrete. Its expression is:

[0037] Where, is the material strain, is the compressive strength (optionally 40MPa), is the peak strain (optionally 0.002), is the ultimate strain (optionally 0.005). The hysteresis rule under repeated loading adopts the loading and unloading model proposed by Karsan-Jirsa, in which the unloading path and the reloading path use the same straight line and the linear degradation of stiffness is considered.

[0038] The dynamic constitutive model of ReinforcingSteel takes into account the strength degradation effect caused by longitudinal reinforcement buckling and cyclic loading. Its expression is:

[0039] Where, is the material strain, is the tensile strength (optionally 500MPa), E is the elastic modulus (optionally 200GPa), is the strain stress, is the elastic limit strain (optionally 0.02), E h = oeLh is the hardening modulus (b is the hardening ratio parameter, which can be set to 0.1). The model takes into account the mechanical characteristics of the steel bar, such as the initial yield flow amplitude, Bauschinger effect, strain softening, and stiffness degradation, and can well simulate the hysteresis curve of the steel bar under cyclic loading.

[0040] Step S203, (corresponding to step S1023 in the above embodiment), Figure 3 is a structural diagram of the fiber cross section of the beam column according to a specific embodiment of the present application, as shown in FIG. Figure 3 As shown, the beam-column element has two cross-sections, rectangular and circular. Both cross-sections are defined using fiber cross-sections. Each fiber in the cross-section contains a uniaxial material, an area, and a position information. In the subsequent calculation process, the cross-sectional force of the fiber cross-section is:

[0041] Where, is the strain-displacement matrix (mapping fiber strain to cross-sectional deformation), is the fiber stress, For the fiber cross section at each integration point, the contributions of all fibers are accumulated through numerical integration (such as Lobatto integration) to obtain the axial force, bending moment, and shear force of the cross section.

[0042] In step S204 (corresponding to step S104 in the above embodiment), the following triangular pulse function is used to describe the time history of the force (shock wave) of the impact load:

[0043] Where, is the peak pressure (optionally 290kPa), is the duration (optionally 0.5s).

[0044] According to the direction and position of the force, the load is converted into a concentrated force according to the following formula and applied to the structure in the form of a nodal force:

[0045] Where, is the pressure-time function, is the shock wave action area (the column cross-sectional area is 7m 2 , the cross-sectional area of ​​the beam is 14m 2 ). When subsequently configuring with the Tcl scripting language, use the pattern Plain command to define load patterns numbered 1 and 2, with the type Plain. Combined with the timeSeries command, specify the time-varying pattern of the load for dynamic analysis, determine the loading direction and duration, and load the load onto nodes 5 and 10 of the frame structure. In step S205 (corresponding to step S1061 in the above embodiment), the basic model information is configured using the Tcl scripting language based on the node, element, section, and material dynamic constitutive information determined in steps S201 to S203. For example, nodes are created using the node command, two materials, Concrete01 and ReinforcingSteel, are created using the uniaxialMaterial command, and two beam-column sections, rectangular and circular, are created using the sectionFiber command. The element dispBeamColumn command is then used to create the dispBeamColumn element object to associate the material, section, and geometric transformations. The structural damping is then set using the rayleigh command. The damping matrix is ​​a linear combination of the mass matrix and the stiffness matrix, and is expressed as follows:

[0046] Damping ratio and frequency The relationship is:

[0047] Where, is the damping matrix, is the mass matrix, is the stiffness matrix, is the mass matrix coefficient, is the stiffness matrix coefficient; select two eigenfrequencies and Sure and ; According to the load time history curve calculated in step S204 and combined with the characteristics of the model in step S205, the loading information of the model is configured by writing in Tcl scripting language. Figure 4 It is a schematic diagram of the shock wave loading of the frame structure according to a specific embodiment of the present application, as Figure 4 shown. Using the pattern Plain command, load patterns numbered 1 and 2 are defined, with the type being Plain. Combining with the timeSeries command, the law of load variation with time is specified for dynamic analysis, the loading direction and action time are determined, and they are loaded onto nodes 5 and 10 of the frame structure.

[0048] Then, according to the characteristics of the analysis problem, a suitable solution method, time step, convergence control method, etc. are selected, and the solution information of the model is configured by writing in Tcl scripting language. Optionally, the Newmark- β integration method is used to solve the system equations, and the relevant parameters γ take 0.5, β take 0.25. The Transient analysis type is used for dynamic calculation, and the time step is taken as 0.001 seconds to ensure the calculation stability of the high-frequency components of the shock wave. The Newton-Raphson iterative residual calculation method is used, and the iteration continues until the residual ∥R∥ < tol or the maximum number of iterations is reached. It is preferably set that the convergence tolerance tol = 1e-8 and the upper limit of the number of iterations is 10 to cope with the convergence difficulties caused by material nonlinearity.

[0049] Step S206, (corresponding to step S1062 in the above embodiment), in the OpenSees finite element analysis framework, the script code input by the user (such as the above node command, element command, material command, etc.) is parsed line by line through the Tcl interpreter. According to the node definition (node), the total degrees of freedom (DOF) of the system are determined, the global degrees of freedom numbers are established, and further the global-oriented system equations are assembled:

[0050] In the formula, is the mass matrix, is the damping matrix, is the stiffness matrix, is the time-varying external force vector, is the displacement, is the velocity, is the acceleration. The system equations are modified by the fix command to remove the constrained degrees of freedom from the solver; Then, the system equations are solved according to the operation logic of iterative update (update → predict → iterate → update). For each time step t =t n → t n+1 = t n +Δ t First, update the load (i.e. calculate the external force vector at the current time based on timeSeries and pattern ). Then use Newmark- β The formula predicts displacement and velocity:

[0051] Next, loop through the following calculations:

[0052] The iterative update displacement is:

[0053] Where, is the tangent stiffness matrix (the stiffness approximation of the current state, including material stiffness and geometric stiffness), is the external load vector (i.e., shock wave time history load), is the internal resistance vector (obtained by integrating the element stress), is the residual. Iterate until the residual Or the maximum number of iterations is 10. Finally, exit the iteration, update the acceleration and velocity, and calculate the final displacement. Calculating acceleration and speed :

[0054] Optionally, you can use the recorder command to record and output the displacement, acceleration, and internal force time histories of nodes 1, 5, 10, and 14, storing them in *.out files. Process the resulting nodal time history data and use Origin, ParaView, or MATLAB to process the output files and plot displacement time histories and stress contours.

[0055] It should be noted that the steps shown in the above process or the flowchart in the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions, and although a logical order is shown in the flowchart, in some cases, the steps shown or described can be executed in an order different from that shown here.

[0056] The embodiment of the present application provides a frame structure analysis system under impact load, which includes a structure modeling module, a load time history module and an analytical solution module; A structural modeling module is used to model the frame structure according to the basic information of the frame structure of the preset building unit to obtain a frame structure model, wherein the basic information includes size information, material stress and strain information, and cross-section design information; A load time history module is used to construct a load time history curve of an impact load acting on a preset building unit, wherein the load time history curve represents the change of the force of the impact load over time; The analytical solution module is used to solve the frame structure analysis results of the preset building unit under the impact load based on the frame structure model and the load time history curve.

[0057] Through the structural modeling module, load time history module and analytical solution module in the embodiments of the present application, dynamic explosion-resistant analysis combining the frame structure model and the load time history curve is realized, breaking through the limitations of the traditional equivalent static method or simplified dynamic model, and quantifying the influence of key parameters on the structural failure mode. It can accurately capture the transient nonlinear response under the action of shock waves, and solve the problem of how to accurately analyze the frame structure of the building under the action of impact loads.

[0058] It should be noted that the above modules can be functional modules or program modules, and can be implemented through software or hardware. For modules implemented through hardware, the above modules can be located in the same processor; or the above modules can be located in different processors in any combination.

[0059] This embodiment provides an electronic device, including a memory and a processor, wherein the memory stores a computer program, and the processor is configured to run the computer program to perform the steps in any one of the above method embodiments.

[0060] Optionally, the electronic device may further include a transmission device and an input / output device, wherein the transmission device is connected to the processor, and the input / output device is connected to the processor.

[0061] Optionally, the electronic device may also include a processor, a memory, a network interface, a display screen and an input device connected via a system bus. The processor of the electronic device is used to provide computing and control capabilities. The memory of the electronic device includes a non-volatile storage medium and an internal memory. The non-volatile storage medium stores an operating system and a computer program. The internal memory provides an environment for the operation of the operating system and the computer program in the non-volatile storage medium. The network interface of the electronic device is used to communicate with an external terminal via a network connection. When the computer program is executed by the processor, a method for analyzing a frame structure under impact load is implemented. The display screen of the electronic device may be a liquid crystal display screen or an electronic ink display screen, and the input device of the electronic device may be a touch layer covering the display screen, or a button, trackball or touchpad provided on the housing of the electronic device, or an external keyboard, touchpad or mouse.

[0062] It should be noted that the specific examples in this embodiment can refer to the examples described in the above embodiments and optional implementation modes, and this embodiment will not be repeated here.

[0063] In addition, in conjunction with the frame structure analysis method under impact load in the above embodiments, embodiments of the present application may provide a storage medium for implementation. The storage medium stores a computer program; when the computer program is executed by a processor, it implements any of the frame structure analysis methods under impact load in the above embodiments.

[0064] In one embodiment, Figure 5 is a schematic diagram of the internal structure of an electronic device according to an embodiment of the present application, such as Figure 5 As shown, an electronic device is provided, which may be a server, and its internal structure diagram may be as shown in FIG. Figure 5 As shown. The electronic device includes a processor, a network interface, an internal memory, and a non-volatile memory connected via an internal bus, wherein the non-volatile memory stores an operating system, a computer program, and a database. The processor is used to provide computing and control capabilities, the network interface is used to communicate with external terminals via a network connection, the internal memory is used to provide an environment for the operation of the operating system and the computer program. When executed by the processor, the computer program implements a method for analyzing a frame structure under impact loads, and the database is used to store data.

[0065] Those skilled in the art will understand that Figure 5 The structure shown in the figure is only a block diagram of a part of the structure related to the solution of the present application, and does not constitute a limitation on the electronic device to which the solution of the present application is applied. The specific electronic device may include more or fewer components than shown in the figure, or combine certain components, or have a different component arrangement.

[0066] Those skilled in the art will understand that all or part of the processes in the above-mentioned embodiments can be implemented by instructing the relevant hardware through a computer program. The computer program can be stored in a non-volatile computer-readable storage medium. When the computer program is executed, it can include the processes of the embodiments of the above-mentioned methods. Among them, any reference to memory, storage, database or other media used in the embodiments provided in this application may include non-volatile and / or volatile memory. Non-volatile memory may include read-only memory (ROM), programmable ROM (PROM), electrically programmable ROM (EPROM), electrically erasable programmable ROM (EEPROM) or flash memory. Volatile memory may include random access memory (RAM) or external cache memory. By way of illustration and not limitation, RAM is available in many forms such as static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), double data rate SDRAM (DDRSDRAM), enhanced SDRAM (ESDRAM), Synchronous Link DRAM (SLDRAM), Rambus direct RAM (RDRAM), direct memory bus dynamic RAM (DRDRAM), and memory bus dynamic RAM (RDRAM), etc.

[0067] Those skilled in the art should understand that the various technical features of the above-described embodiments can be combined arbitrarily. In order to make the description concise, not all possible combinations of the various technical features in the above-described 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.

[0068] The above-described embodiments merely represent several implementation methods of the present application. While the descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the present invention. It should be noted that a person skilled in the art could make various modifications and improvements without departing from the spirit of the present application, all of which fall within the scope of protection of the present application. Therefore, the scope of protection of the present patent application shall be determined by the appended claims.

Claims

1. A method for analyzing a frame structure under impact load, characterized in that: The method comprises: Based on basic information of the frame structure of the preset building unit, the frame structure is modeled to obtain a frame structure model, wherein the basic information includes size information, material stress and strain information, and cross-section design information; Constructing a load-time history curve of the impact load acting on the preset building unit, wherein the load-time history curve represents the change of the force of the impact load over time; Based on the frame structure model and the load time history curve, the frame structure analysis result of the preset building unit under the impact load is solved.

2. The method according to claim 1, characterized in that Based on the basic information of the frame structure of the preset building unit, modeling the frame structure to obtain a frame structure model includes: Based on the size information of the frame structure of the preset building unit, a global stiffness matrix is ​​constructed; constructing a dynamic constitutive model based on material stress and strain information of the frame structure; Based on the cross-sectional design information of the frame structure, each cross-sectional area of ​​the frame structure is defined as a fiber cross-sectional area, wherein each fiber in the fiber cross-sectional area includes a uniaxial material and corresponding area information and position information; Based on the global stiffness matrix, the dynamic constitutive model and the fiber cross section, a frame structure model of the preset building unit is determined.

3. The method according to claim 2, characterized in that Based on the size information of the frame structure of the preset building unit, the global stiffness matrix is ​​constructed including: Based on the size information of the frame structure of the preset building unit, the frame structure is divided into nodes and the number and coordinates of each node are determined; A global stiffness matrix is ​​constructed based on the number and coordinates of each node in the frame structure.

4. The method according to claim 2, characterized in that Based on the material stress and strain information of the frame structure, a dynamic constitutive model is constructed including: Based on the material stress and strain information of the frame structure, a Concrete01 dynamic constitutive model and a ReinforcingSteel dynamic constitutive model are constructed, wherein the Concrete01 dynamic constitutive model describes the mechanical behavior of the concrete material in the frame structure, and the ReinforcingSteel dynamic constitutive model describes the mechanical behavior of the steel material in the frame structure.

5. The method according to claim 1, wherein Constructing a load time history curve of the impact load acting on the preset building unit includes: The force-time history of the impact load is described by a triangular pulse function; Based on the force time history, action direction and action position of the impact load, a load time history curve of the impact load acting on the preset building unit is constructed.

6. The method according to claim 1, characterized in that Solving the frame structure analysis results of the preset building unit under the impact load based on the frame structure model and the load time history curve includes: The frame structure model and the load time history curve are compiled and configured using a preset general script language to obtain corresponding analysis script codes; The analysis script code is parsed in the OpenSees finite element analysis framework to obtain the frame structure analysis results of the preset building unit.

7. The method according to claim 6, characterized in that Writing and configuring the framework structure model using a preset general scripting language includes: Using the node command of the Tcl scripting language, each node of the framework structure in the framework structure model is created, and a determined number and coordinate are configured for each node; Create the Concrete01 material corresponding to the Concrete01 dynamic constitutive model in the frame structure model through the uniaxialMaterial command of the Tcl script language; Creating a ReinforcingSteel material corresponding to the ReinforcingSteel dynamic constitutive model in the frame structure model through the uniaxialMaterial command of the Tcl scripting language; Creating a structural section corresponding to the fiber section in the frame structure model by using the section Fiber command of the Tcl scripting language; On the basis of the creation of each node, the Concrete01 material, the ReinforcingSteel material and the structural section, a dispBeamColumn unit object of the preset building unit is created by using the element dispBeamColumn command of the Tcl scripting language; After the dispBeamColumn unit object is created, the structural damping is set using the rayleigh command of the Tcl scripting language, wherein the structural damping is a linear combination of the mass matrix and the global stiffness matrix of the frame structure model.

8. The method according to claim 6, characterized in that Writing and configuring the load time history curve using a preset general scripting language includes: Creating a load pattern of the load-time history curve using the pattern Plain command of the Tcl scripting language; The timeSeries command of the Tcl scripting language is used to specify the time variation pattern, action direction and action time of the impact load under the load mode, and load the load to the nodes of the frame structure.

9. The method according to claim 6, characterized in that The analysis script code is parsed in the OpenSees finite element analysis framework to obtain the frame structure analysis results of the preset building unit, including: Parsing the analysis script code in the OpenSees finite element analysis framework to construct a system equation for the entire frame structure; The system equations are solved by iteratively updated operation logic to obtain the frame structure analysis results of the preset building units, wherein the preset building units are beam-column units.

10. A frame structure analysis system under impact load, characterized in that: The system is used to perform the method according to any one of claims 1 to 9, the system comprising a structural modeling module, a load time history module and an analytical solution module; The structural modeling module is used to model the frame structure according to basic information of the frame structure of the preset building unit to obtain a frame structure model, wherein the basic information includes size information, material stress and strain information, and cross-section design information; The load time history module is used to construct a load time history curve of the impact load acting on the preset building unit, wherein the load time history curve represents the change of the force of the impact load over time; The analytical solution module is used to solve the frame structure analysis result of the preset building unit under the impact load based on the frame structure model and the load time history curve.

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