A method and system for analyzing a frame structure under impact load

Abstract

The application relates to a frame structure analysis method and system under impact load, wherein the method comprises the following steps: modeling a frame structure based on basic information of the frame structure of a preset building unit to obtain a frame structure model; constructing a load time history curve of impact load acting on the preset building unit, wherein the load time history curve represents the change of the impact load with time; and 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. Through the application, dynamic blast resistance analysis combining the frame structure model and the load time history curve is realized, the limitations of traditional equivalent static method or simplified dynamic model are broken, the influence of key parameters on the structure damage mode can be quantified, the transient nonlinear response under the action of the shock wave can be accurately captured, and the problem of how to accurately analyze the frame structure of the building under the impact load is solved.

Description

Technical Field

[0001] This 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 Technology

[0002] With the rapid development of precision-guided weapons and high-energy explosive devices, the threat of explosive impacts on building structures is becoming increasingly severe, and their transient overpressure and high-frequency load characteristics pose a serious challenge to traditional protection systems.

[0003] The spatiotemporal distribution characteristics of shock waves (such as Friedlander waveform attenuation coefficient and reflected overpressure peak value) and the dynamic strength enhancement factor (DIF) of materials are key variables affecting the blast resistance performance of structures. Currently, these parameters mostly rely on empirical formulas or simplified assumptions (such as uniform load distribution, static constitutive superposition of dynamic correction factors), making it difficult to accurately characterize the spatial non-uniformity of explosive loads and complex phenomena such as the interaction between steel reinforcement and concrete.

[0004] Currently, no effective solution has been proposed for accurately analyzing the frame structure of a building under impact loads in related technologies. Summary of the Invention

[0005] This application provides a method and system for analyzing frame structures under impact loads, which at least solves the problem in the related art of how to accurately analyze the frame structure of a building under impact loads.

[0006] In a first aspect, embodiments of this application provide a method for analyzing frame structures under impact loads, the method comprising:

[0007] Based on the basic information of the frame structure of the preset building unit, the frame structure is modeled to obtain the frame structure model, wherein the basic information includes dimensional information, material stress and strain information and cross-sectional design information;

[0008] Construct a load-time history curve of the impact load acting on the preset building unit, wherein the load-time history curve characterizes the change of the force of the impact load over time;

[0009] Based on the frame structure model and the load time history curve, the frame structure analysis results of the preset building unit under the impact load are obtained.

[0010] In some embodiments, the frame structure is modeled based on the basic information of the frame structure of the preset building units to obtain a frame structure model, including:

[0011] A global stiffness matrix is ​​constructed based on the dimensional information of the frame structure of the pre-defined building units;

[0012] A dynamic constitutive model is constructed based on the material stress-strain information of the frame structure.

[0013] Based on the cross-sectional design information of the frame structure, each cross-section on the frame structure is defined as a fiber cross-section, wherein each fiber in the fiber cross-section contains a uniaxial material, as well as corresponding area information and position information;

[0014] Based on the global stiffness matrix, the dynamic constitutive model, and the fiber section, the frame structure model of the preset building unit is determined.

[0015] In some embodiments, constructing a global stiffness matrix based on the dimensional information of the frame structure of a preset building unit includes:

[0016] 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.

[0017] A global stiffness matrix is ​​constructed based on the number and coordinates of each node in the frame structure.

[0018] In some embodiments, constructing a dynamic constitutive model based on the material stress-strain information of the frame structure includes:

[0019] Based on the material stress-strain information of the frame structure, a Concrete01 dynamic constitutive model and a ReinforcingSteel dynamic constitutive model are constructed. The Concrete01 dynamic constitutive model describes the mechanical behavior of concrete in the frame structure, and the ReinforcingSteel dynamic constitutive model describes the mechanical behavior of steel reinforcement in the frame structure.

[0020] In some embodiments, constructing the load-time history curve of the impact load acting on the preset building unit includes:

[0021] The time history of the impact load is described using a triangular pulse function.

[0022] Based on the time history, direction, and location of the impact load, a load-time history curve of the impact load acting on the preset building unit is constructed.

[0023] In some embodiments, based on the frame structure model and the load time history curve, the frame structure analysis results of the preset building unit under the impact load are obtained as follows:

[0024] The corresponding analysis script code is obtained by writing and configuring the frame structure model and the load time history curve using a preset general scripting language.

[0025] The analysis script code is parsed and processed in the OpenSees finite element analysis framework to obtain the frame structure analysis results of the preset building unit.

[0026] In some embodiments, configuring the framework structure model using a preset general-purpose scripting language includes:

[0027] Using the node command in the Tcl scripting language, create each node of the framework structure in the framework structure model, and configure each node with a predetermined number and coordinates;

[0028] Using the uniaxialMaterial command in the Tcl scripting language, a Concrete01 material corresponding to the Concrete01 dynamic constitutive model in the frame structure model is created;

[0029] Using the uniaxialMaterial command in the Tcl scripting language, a ReinforcingSteel material corresponding to the ReinforcingSteel dynamic constitutive model in the frame structure model is created.

[0030] Using the section Fiber command in the Tcl scripting language, a structural section corresponding to the fiber section in the frame structure model is created;

[0031] Based on the creation of each node, the Concrete01 material, the ReinforcingSteel material, and the structural cross-section, the dispBeamColumn unit object of the preset building unit is created using the element dispBeamColumn command of the Tcl scripting language.

[0032] After the dispBeamColumn unit object is created, the structural damping is set using the rayleigh command in 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.

[0033] In some embodiments, configuring the load time history curve using a preset general-purpose scripting language includes:

[0034] The load pattern of the load time history curve is created using the pattern Plain command in the Tcl scripting language.

[0035] The timeSeries command in the Tcl scripting language is used to specify the time variation law, direction and duration of the impact load under the load mode, and then apply it to the nodes of the frame structure.

[0036] In some embodiments, the analysis script code is parsed and processed within the OpenSees finite element analysis framework to obtain the frame structure analysis results of the preset building unit, including:

[0037] The analysis script code is parsed within the OpenSees finite element analysis framework to construct system equations for the entire framework structure.

[0038] The system equations are solved by iteratively updating computational logic to obtain the frame structure analysis results of the preset building unit, wherein the preset building unit is a beam-column unit.

[0039] Secondly, embodiments of this application provide a frame structure analysis system under impact load, the system being used to execute the method described in the first aspect above, the system including a structural modeling module, a load time history module, and an analytical solution module;

[0040] The structural modeling module is used to model the frame structure based on the basic information of the frame structure of the preset building unit to obtain a frame structure model, wherein the basic information includes dimensional information, material stress and strain information and cross-sectional design information.

[0041] The load time history module is used to construct the load time history curve of the impact load acting on the preset building unit, wherein the load time history curve characterizes the change of the force of the impact load over time.

[0042] The analytical solution module is used to solve for 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.

[0043] Compared to related technologies, this application provides a method and system for analyzing frame structures under impact loads. The method involves modeling the frame structure based on the fundamental information of a pre-defined building unit, including dimensional information, material stress-strain information, and cross-sectional design information. It then constructs a load-time history curve of the impact load acting on the pre-defined building unit, where the load-time history curve characterizes the change in the impact load force over time. Based on the frame structure model and the load-time history curve, it solves for the frame structure analysis results of the pre-defined building unit under impact loads. This achieves dynamic blast resistance analysis combining the frame structure model and the load-time history curve, overcoming the limitations of traditional equivalent static methods or simplified dynamic models. It can quantify the influence of key parameters on structural failure modes and accurately capture the transient nonlinear response under shock wave action, thus solving the problem of how to accurately analyze the frame structure of a building under impact loads. Attached Figure Description

[0044] The accompanying drawings, which are included to provide a further understanding of this application and form part of this application, illustrate exemplary embodiments and are used to explain this application, but do not constitute an undue limitation of this application. In the drawings:

[0045] Figure 1 This is a flowchart of the steps of the frame structure analysis method under impact load according to the embodiments of this application;

[0046] Figure 2 This is a structural schematic diagram of a reinforced concrete double-column pier beam according to a specific embodiment of this application;

[0047] Figure 3 This is a structural schematic diagram of the fiber cross-section of a beam and column according to a specific embodiment of this application;

[0048] Figure 4 This is a schematic diagram of a frame structure subjected to shock wave loading according to a specific embodiment of this application;

[0049] Figure 5 This is a schematic diagram of the internal structure of an electronic device according to an embodiment of this application. Detailed Implementation

[0050] To make the objectives, technical solutions, and advantages of this application clearer, the application is described and illustrated below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the scope of this application. All other embodiments obtained by those skilled in the art based on the embodiments provided in this application without inventive effort are within the scope of protection of this application.

[0051] Obviously, the accompanying drawings described below are merely some examples or embodiments of this application. Those skilled in the art can apply this application to other similar scenarios based on these drawings without any inventive effort. Furthermore, it is understood that although the efforts made in this development process may be complex and lengthy, for those skilled in the art related to the content disclosed in this application, any changes to design, manufacturing, or production based on the technical content disclosed in this application are merely conventional technical means and should not be construed as insufficient disclosure of the content of this application.

[0052] In this application, the reference to "embodiment" means that a specific feature, structure, or characteristic described in connection with an embodiment may be included in at least one embodiment of this application. The appearance of this phrase in various places in the specification does not necessarily refer to the same embodiment, nor is it a separate or alternative embodiment that is mutually exclusive with other embodiments. It will be explicitly and implicitly understood by those skilled in the art that the embodiments described in this application may be combined with other embodiments without conflict.

[0053] Unless otherwise defined, the technical or scientific terms used in this application shall have the ordinary meaning understood by one of ordinary skill in the art to which this application pertains. The terms “a,” “an,” “an,” “the,” and similar words used in this application do not indicate quantity limitation and may indicate singular or plural. The terms “comprising,” “including,” “having,” and any variations thereof used in this application are intended to cover non-exclusive inclusion; for example, a process, method, system, product, or device that includes 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 these processes, methods, products, or devices. The terms “connected,” “linked,” “coupled,” and similar words used in this application are not limited to physical or mechanical connections, but may include electrical connections, whether direct or indirect. “Multiple” used in this application refers to two or more. “And / or” describes the relationship between related objects, indicating that three relationships may exist; for example, “A and / or B” can represent: A alone, A and B simultaneously, and B alone. The character " / " generally indicates that the preceding and following objects are in an "or" relationship. The terms "first," "second," and "third" used in this application are merely to distinguish similar objects and do not represent a specific ordering of the objects.

[0054] This application provides a method for analyzing frame structures under impact loads. Figure 1 This is a flowchart illustrating the steps of the frame structure analysis method under impact load according to an embodiment of this application, as follows: Figure 1As shown, the method includes the following steps:

[0055] Step S102: Based on the basic information of the frame structure of the preset building unit, the frame structure is modeled to obtain the frame structure model. The basic information includes dimensional information, material stress and strain information and cross-sectional design information.

[0056] Step S102 specifically includes the following steps:

[0057] Step S1021: Construct a global stiffness matrix based on the dimensional information of the frame structure of the preset building unit;

[0058] Specifically, step S1021 involves dividing the frame structure into nodes based on the dimensional information of the frame structure of the preset building unit and determining the number and coordinates of each node; and constructing a global stiffness matrix based on the number and coordinates of each node in the frame structure.

[0059] Step S1022: Based on the material stress and strain information of the frame structure, construct a dynamic constitutive model;

[0060] Specifically, in step S1022, 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. The Concrete01 dynamic constitutive model describes the mechanical behavior of concrete in the frame structure, and the ReinforcingSteel dynamic constitutive model describes the mechanical behavior of steel reinforcement in the frame structure.

[0061] Step S1023: Based on the cross-sectional design information of the frame structure, define each cross-section on the frame structure as a fiber cross-section, wherein each fiber in the fiber cross-section contains a uniaxial material, as well as corresponding area information and position information;

[0062] Step S1024: Based on the global stiffness matrix, dynamic constitutive model, and fiber section, determine the frame structure model of the preset building unit.

[0063] Step S104: Construct the load-time history curve of the impact load acting on the preset building unit, wherein the load-time history curve characterizes the change of the impact load force over time.

[0064] Specifically, step S104 involves describing the time history of the impact load through a triangular pulse function; and constructing the load time history curve of the impact load acting on the preset building unit based on the time history, direction, and location of the impact load.

[0065] Step S106: Based on the frame structure model and load time history curve, solve for the frame structure analysis results of the preset building unit under impact load.

[0066] Step S106 specifically includes the following steps:

[0067] Step S1061: The frame structure model and load time history curve are written and configured using a preset general scripting language to obtain the corresponding analysis script code;

[0068] Specifically, step S1061:

[0069] ① The framework structure model is configured by writing code using a pre-defined general-purpose scripting language, including:

[0070] (1) Using the node command of the Tcl scripting language, create each node of the framework structure in the framework structure model and configure the determined number and coordinates for each node;

[0071] (2) Using the uniaxialMaterial command of the Tcl scripting language, create the Concrete01 material corresponding to the Concrete01 dynamic constitutive model in the frame structure model;

[0072] (3) Using the uniaxialMaterial command of the Tcl scripting language, create a ReinforcingSteel material corresponding to the ReinforcingSteel dynamic constitutive model in the frame structure model;

[0073] (4) Create structural sections corresponding to the fiber sections in the frame structure model using the section Fiber command in the Tcl scripting language;

[0074] (5) Based on the creation of each node, Concrete01 material, ReinforcingSteel material and structural section, create the dispBeamColumn element object of the preset building element using the element dispBeamColumn command of the Tcl script language;

[0075] (6) After the dispBeamColumn unit object is created, the structural damping is set by the rayleigh command of the Tcl script language. The structural damping is a linear combination of the mass matrix and the global stiffness matrix of the frame structure model.

[0076] It should be noted that Tcl (Tool Command Language) is a general-purpose scripting language that can be applied to fields such as automated tasks, rapid prototyping, graphical user interface (GUI) design, network programming, and embedded systems. dispBeamColumn stands for Displacement-Based Beam-Column Element, which uses displacement as the basic unknown quantity. It solves for displacement by constructing stiffness and force matrices, and then calculates other parameters from nodal displacements. The principle is the stiffness method.

[0077] ② The configuration and writing of load time history curves through a preset general scripting language includes:

[0078] (1) Create the load pattern of the load time history curve using the pattern Plain command of the Tcl scripting language;

[0079] (2) Using the timeSeries command of the Tcl scripting language, specify the law of change of the force of the impact load with time, the direction of action and the time of action under the load mode, and apply it to the nodes of the frame structure.

[0080] Step S1062: In the OpenSees finite element analysis framework, the analysis script code is parsed and processed to obtain the frame structure analysis results of the preset building units.

[0081] Specifically, in step S1062, the analysis script code is parsed in the OpenSees finite element analysis framework to construct a system equation for the entire frame structure; the system equation is solved through 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.

[0082] Through the steps described in the embodiments of this application, dynamic blast resistance analysis combining the frame structure model and load time history curve is realized, overcoming the limitations of the traditional equivalent static method or simplified dynamic model. It can quantify the influence of key parameters on the structural failure mode, accurately capture the transient nonlinear response under shock wave action, and solve the problem of how to accurately analyze the frame structure of a building under impact load.

[0083] This application provides a method for analyzing frame structures under impact loads. In this specific embodiment, the pre-defined building unit is a beam-column unit, preferably a reinforced concrete double-column pier beam. The pier has a diameter of 1.1m and a height of 7m, while the cap beam measures 1.6m × 1.4m and has a length of 9m. Based on this reinforced concrete double-column pier beam, the frame structure analysis method of this application includes the following steps:

[0084] Step S201 (corresponding to step S1021 in the above embodiment). Figure 2 This is a structural schematic diagram of a reinforced concrete double-column pier beam according to a specific embodiment of this application, as shown below. Figure 2 As shown, based on the dimensional characteristics of the reinforced concrete double-column pier beam frame structure, the frame structure was divided into 14 nodes, which were numbered sequentially from 1 to 14 along the structure from top to bottom and from left to right, thus determining the coordinates of each node. Subsequently, dispBeamColumn elements were created based on the divided nodes, and the elements were numbered. The global stiffness matrix is ​​then:

[0085]

[0086] In the formula, K local K is the elastic stiffness matrix in the local coordinate system. geo Let T be the geometric stiffness matrix constructed based on the axial force P at a certain moment, and let T be the coordinate transformation matrix from local to global. The superscript T indicates matrix transpose.

[0087] Step S202 (corresponding to step S1022 in the above embodiment): For the construction of the dynamic constitutive model of the reinforced concrete double-column pier beam, the concrete is defined using Concrete01 material and the reinforcing steel is defined using ReinforcingSteel material.

[0088] The Concrete01 dynamic constitutive model uses the uniaxial compression constitutive model proposed by Kent-Scott-Park as its skeleton curve and does not consider the tensile strength of concrete. Its expression is:

[0089]

[0090] In the formula, For material strain, Compressive strength (optional 40MPa). The peak strain (optional, 0.002) The limit strain is 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 are both straight lines, and linear stiffness degradation is considered.

[0091] The ReinforcingSteel dynamic constitutive model considers the strength degradation effects caused by longitudinal reinforcement buckling and cyclic loading, and its expression is:

[0092]

[0093] In the formula, For material strain, E is the tensile strength (optional 500MPa), and E is the elastic modulus (optional 200GPa). For strain stress, The elastic limit strain (optionally 0.02) E h = bE The hardening modulus is denoted by b (b is the hardening ratio parameter, which can be selected as 0.1). The model considers the mechanical characteristics of the steel reinforcement, such as the initial yield strength, Bauschinger effect, strain softening, and stiffness degradation, and can simulate the hysteresis curve of the steel reinforcement under cyclic loading quite well.

[0094] Step S203 (corresponding to step S1023 in the above embodiment). Figure 3 This is a structural schematic diagram of the fiber cross-section of a beam and column according to a specific embodiment of this application, as shown below. Figure 3 As shown, the beam-column element has both rectangular and circular cross-sections, defined using fiber sections. Each fiber in the section contains a uniaxial material, an area, and location information. In subsequent calculations, the section forces of the fiber sections are:

[0095]

[0096] In the formula, This is the strain-displacement matrix (which maps fiber strain to cross-sectional deformation). For fiber stress, Let be the fiber area. For each fiber cross-section at an 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.

[0097] Step S204 (corresponding to step S104 in the above embodiment) uses the following triangular pulse function to describe the time history of the impact load force (shock wave):

[0098]

[0099] In the formula, Peak pressure (optional 290 kPa). Duration (optional, 0.5s).

[0100] Based on the direction and location of the force, the load is converted into a concentrated force using the following formula, and then applied to the structure as a nodal force:

[0101]

[0102] In the formula, It is a function of pressure and time. The area affected by the shock wave (the cross-sectional area of ​​the column is 7m²)2 The beam cross-sectional area is 14m². 2 When configuring the load using the Tcl scripting language, the pattern Plain command is used to define load patterns numbered 1 and 2 as Plain. Combined with the timeSeries command, the load variation over time is specified for dynamic analysis to determine the loading direction and duration, and the load is applied to nodes 5 and 10 of the frame structure.

[0103] Step S205 (corresponding to step S1061 in the above embodiment): Based on the node, element, section, and material dynamic constitutive information determined in steps S201 to S203, the basic information of the model is configured using the Tcl scripting language. For example: nodes are created using the `node` command; two materials, Concrete01 and ReinforcingSteel, are created using the `uniaxialMaterial` command; rectangular and circular sections of beams and columns are created using the `section Fiber` command; then, `dispBeamColumn` element objects are created using the `element dispBeamColumn` command to associate materials, sections, and geometric transformations; finally, structural damping is set using the `rayleigh` command. The damping matrix is ​​a linear combination of the mass matrix and the stiffness matrix, and its expression is:

[0104]

[0105] Damping ratio With frequency The relationship is:

[0106]

[0107] In the formula, Here is the damping matrix. For the quality matrix, Here is the stiffness matrix. These are the coefficients of the quality matrix. For the stiffness matrix coefficients; select two characteristic frequencies. and Sure and ;

[0108] Based on the load time history curve calculated in step S204 and the characteristics of the model in step S205, the loading information of the model is configured using the Tcl scripting language. Figure 4 This is a schematic diagram of a frame structure subjected to shock wave loading according to a specific embodiment of this application, as shown below. Figure 4As 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 variation law of the load 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.

[0109] 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 through the 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.

[0110] 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 degree-of-freedom numbers are established, and the global-oriented system equations are further assembled:

[0111]

[0112] 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 through the fix command to remove the constrained degrees of freedom from the solver;

[0113] Then, the system equations are solved according to the operation logic of iterative update (update → prediction → iteration → update). For each time step t = t n → t n+1 = t n +Δ tFirst, load updates are performed (i.e., the external force vector at the current time is calculated based on timeSeries and pattern). Then use Newmark- β Formulas predict displacement and velocity:

[0114]

[0115] Next, iterate in the following order of calculation:

[0116]

[0117] The iteratively updated displacement is:

[0118]

[0119] In the formula, This is the tangent stiffness matrix (an approximation of the stiffness in the current state, including material stiffness and geometric stiffness). This is the external load vector (i.e., the shock wave time history load). This is the internal resistance vector (obtained by the element stress integral). For the residual. Iterate until the residual is found. Or, the maximum number of iterations (10) may be reached. Finally, the iteration is exited, and the acceleration and velocity are updated based on the final displacement. Calculate acceleration and speed :

[0120]

[0121] Optionally, the time histories of displacement, acceleration, and internal forces at nodes 1, 5, 10, and 14 can be recorded and output using the recorder command, stored in a *.out file. The obtained nodal time history data can be processed using Origin, ParaView, or MATLAB to generate displacement time histories, stress contour plots, etc.

[0122] It should be noted that the steps shown in the above process or in the flowchart of the accompanying figures 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 may be executed in a different order than that shown here.

[0123] This application provides a frame structure analysis system under impact load, which includes a structural modeling module, a load time history module, and an analytical solution module.

[0124] The structural modeling module is used to model the frame structure based on the basic information of the frame structure of the preset building unit to obtain the frame structure model. The basic information includes dimensional information, material stress and strain information and cross-sectional design information.

[0125] The load time history module is used to construct the load time history curve of the impact load acting on the preset building unit. The load time history curve represents the change of the force of the impact load over time.

[0126] The analytical solution module is used to solve for the frame structure analysis results of the preset building units under impact load based on the frame structure model and load time history curve.

[0127] Through the structural modeling module, load time history module, and analytical solution module in this application embodiment, dynamic blast resistance analysis combining frame structure model and load time history curve is realized, breaking through the limitations of traditional equivalent static method or simplified dynamic model, quantifying the influence of key parameters on structural failure mode, accurately capturing transient nonlinear response under shock wave action, and solving the problem of how to accurately analyze the frame structure of a building under impact load.

[0128] 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 reside in the same processor; or the above modules can be located in different processors in any combination.

[0129] This embodiment provides an electronic device including a memory and a processor. The memory stores a computer program, and the processor is configured to run the computer program to perform the steps in any of the above method embodiments.

[0130] 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.

[0131] Optionally, the electronic device may further include a processor, memory, network interface, display screen, and input device connected via a system bus. The processor provides computing and control capabilities. The memory includes non-volatile storage media and internal memory. The non-volatile storage media stores the operating system and computer programs. The internal memory provides an environment for the operation of the operating system and computer programs in the non-volatile storage media. The network interface is used to communicate with external terminals via a network connection. When the computer program is executed by the processor, it implements a method for analyzing frame structures under impact loads. The display screen may be a liquid crystal display (LCD) or an e-ink display. The input device may be a touch layer covering the display screen, buttons, a trackball, or a touchpad mounted on the device's casing, or an external keyboard, touchpad, or mouse.

[0132] It should be noted that the specific examples in this embodiment can refer to the examples described in the above embodiments and optional implementations, and will not be repeated here.

[0133] Furthermore, in conjunction with the frame structure analysis method under impact load in the above embodiments, this application embodiment can provide a storage medium for implementation. This storage medium stores a computer program; when executed by a processor, the computer program implements any of the frame structure analysis methods under impact load in the above embodiments.

[0134] In one embodiment, Figure 5 This is a schematic diagram of the internal structure of an electronic device according to an embodiment of this application, such as... Figure 5 As shown, an electronic device is provided, which can be a server, and its internal structure diagram can be as follows. Figure 5 As shown, the electronic device includes a processor, a network interface, internal memory, and non-volatile memory connected via an internal bus. The non-volatile memory stores the operating system, computer programs, and a database. The processor provides computing and control capabilities, the network interface communicates with external terminals via a network, the internal memory provides an environment for the operating system and computer programs to run, the computer programs are executed by the processor to implement a method for analyzing frame structures under impact loads, and the database stores data.

[0135] Those skilled in the art will understand that Figure 5 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 electronic device to which 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 different component arrangements.

[0136] Those skilled in the art will understand that all or part of the processes in the methods of the above embodiments can be implemented by a computer program instructing related hardware. This computer program can be stored in a non-volatile computer-readable storage medium. When executed, the computer program can include the processes of the embodiments of the above methods. Any references to memory, storage, databases, or other media used in the embodiments provided in this application can 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 a variety of forms, such as static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), dual 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.

[0137] Those skilled in the art should understand that 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 have been 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.

[0138] The embodiments described above are merely illustrative of several implementation methods of this application, and while the descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the invention patent. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this application, and these all fall within the protection scope of this application. Therefore, the protection scope of this patent application should be determined by the appended claims.

Claims

1. A method of analyzing a frame structure under impact load, characterized by, The method comprises: modeling a frame structure based on basic information of a frame structure of a preset building unit, wherein the basic information comprises size information, material stress-strain information and cross-section design information; constructing a load time history curve of an impact load acting on the preset building unit, wherein the load time history curve represents the change of the impact load with time; creating each node of the frame structure in the frame structure model by using the node command of the Tcl script language, and configuring the determined number and coordinates for each node; the preset building unit is a beam-column unit, and the beam-column unit is a reinforced concrete double-column pier beam, for construction of a dynamic constitutive model of the reinforced concrete double-column pier beam, creating a Concrete01 material corresponding to a Concrete01 dynamic constitutive model in the frame structure model by using the uniaxialMaterial command of the Tcl script language to define the concrete; creating a ReinforcingSteel material corresponding to a ReinforcingSteel dynamic constitutive model in the frame structure model by using the uniaxialMaterial command of the Tcl script language to define the steel bar; creating a structural section corresponding to a fiber section in the frame structure model by using the section Fiber command of the Tcl script language; on the basis of the created each node, the Concrete01 material, the ReinforcingSteel material and the structural section, creating a dispBeamColumn unit object of the preset building unit by using the element dispBeamColumn command of the Tcl script language; on the basis of the created dispBeamColumn unit object, setting a structural damping by using the rayleigh command of the Tcl script language, wherein the structural damping is a linear combination of a mass matrix and a global stiffness matrix of the frame structure model; writing and configuring the load time history curve by using the Tcl script language, and finally obtaining a corresponding analysis script code; analyzing and processing the analysis script code in the OpenSees finite element analysis framework to obtain a frame structure analysis result of the preset building unit under the impact load, wherein the analysis result comprises the displacement, acceleration and internal force time history of the node on the frame structure.

2. The method of claim 1, wherein, modeling a frame structure based on basic information of a frame structure of a preset building unit comprises: constructing a global stiffness matrix based on size information of the frame structure of the preset building unit; constructing a dynamic constitutive model based on material stress-strain information of the frame structure; defining each section on the frame structure as a fiber section based on cross-section design information of the frame structure, wherein each fiber in the fiber section comprises a uniaxial material, and corresponding area information and position information; determine a frame structure model of the preset building unit based on the global stiffness matrix, the dynamic constitutive model and the fiber section.

3. The method of claim 2, wherein, constructing the global stiffness matrix based on size information of a frame structure of a preset building unit comprises: based on the size information of the frame structure of the preset building unit, performing node division on the frame structure and determining the number and coordinates of each node; constructing the global stiffness matrix based on the number and coordinates of each node in the frame structure.

4. The method of claim 2, wherein, constructing the dynamic constitutive model based on the material stress-strain information of the frame structure comprises: based on the material stress-strain information of the frame structure, constructing Concrete01 dynamic constitutive model and ReinforcingSteel dynamic constitutive model, wherein the Concrete01 dynamic constitutive model describes the mechanical behavior of concrete material in the frame structure, and the ReinforcingSteel dynamic constitutive model describes the mechanical behavior of steel material in the frame structure.

5. The method of claim 1, wherein, constructing a load time history curve of an impact load acting on the preset building unit comprises: describing the force-time history of the impact load by a triangular pulse function; based on the force-time history, direction and position of the impact load, constructing the load time history curve of the impact load acting on the preset building unit.

6. The method of claim 1, wherein, configuring the load time history curve by a preset general scripting language comprises: creating a load pattern of the load time history curve by a pattern Plain command of Tcl scripting language; specifying the force-time variation law, direction and time of the impact load in the load pattern and loading to the nodes of the frame structure by a timeSeries command of Tcl scripting language.

7. The method of claim 1, wherein, parsing and processing the analysis script code in the OpenSees finite element analysis framework to obtain the frame structure analysis result of the preset building unit comprises: parsing the analysis script code in the OpenSees finite element analysis framework to form a system equation for the frame structure as a whole; solving the system equation by an iterative updating operation logic to obtain the frame structure analysis result of the preset building unit, wherein the preset building unit is a beam-column unit.

8. A system for analyzing a frame structure under impact load, characterized by, The system is used to execute the method of any one of claims 1 to 7, and the system comprises a structure modeling module, a load time history module and a parsing and solving module; the structure modeling module is configured to model 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 comprises size information, material stress-strain information and section design information; the load time history module is configured to construct a load time history curve of an impact load acting on the preset building unit, wherein the load time history curve represents the force-time variation of the impact load; the parsing and solving module is configured to parse and process the analysis script code in the OpenSees finite element analysis framework to form a system equation for the frame structure as a whole, and solve the system equation by an iterative updating operation logic to obtain the frame structure analysis result of the preset building unit, wherein the preset building unit is a beam-column unit. The analytic solution module is configured to solve the frame structure analysis result of the preset building unit under the action of the impact load according to the frame structure model and the load time history curve.

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