Numerical optimization method and device considering bearing capacity of steel frame and concrete precast slab, equipment and medium

Abstract

The embodiment of the invention discloses a numerical optimization method and device considering bearing capacity of a steel frame and a concrete precast slab, equipment and a medium. The method comprises the following steps: acquiring geometric parameters, material attributes and connection parameters between the steel frame and the concrete precast slab corresponding to the steel frame and the concrete precast slab respectively, constructing a geometric model based on the geometric parameters, performing finite element mesh division, assigning the material attributes and the connection parameters to generate a finite element model, and performing finite element mesh division on the finite element model; static load analysis and dynamic load analysis are conducted on the finite element model to obtain bearing capacity response, continuous optimization is conducted by changing set parameters, material attributes and connection parameters, the influence of different parameters on the bearing capacity is analyzed, an optimal parameter combination is found, the bearing capacity is maximized, and the bearing capacity is improved. Marking stress concentration and weak areas based on the optimal parameter combination; according to the technical scheme, the accuracy of the steel frame-concrete prefabricated slab model can be improved, and the effectiveness and efficiency of parameter optimization on stress concentration and weak areas are improved.

Description

Technical Field

[0001] The present invention relates to the technical field of construction and civil engineering, and in particular to a numerical optimization method, device, equipment and medium considering the bearing capacity of a steel frame and a concrete prefabricated slab. Background Art

[0002] Steel frame-concrete precast panel structure has been widely used in construction projects due to its superior mechanical properties and convenient construction. The steel frame has high strength and good ductility, while the concrete precast panel has high compressive resistance. The combination of the two can significantly improve the overall bearing capacity and seismic performance of the structure. However, in actual applications, the connection between the steel frame and the concrete precast panel is complex, which easily forms stress concentration and weak areas, affecting the safety and durability of the structure.

[0003] In the prior art, the collection of geometric parameters, material properties and connection parameters of steel frame-concrete precast panels has been neglected, which leads to insufficient accuracy of the steel frame-concrete precast panel model, lack of effective methods in identifying and optimizing stress concentration and weak areas, and inability to effectively perform local optimization. Therefore, there is an urgent need for a numerical optimization method for the bearing capacity of steel frames and concrete precast panels to solve the above technical problems. Summary of the invention

[0004] In view of this, the present invention provides a numerical optimization method, device, equipment and medium that take into account the bearing capacity of steel frames and precast concrete panels, which can improve the accuracy of the steel frame-precast concrete panel model, identify and mark the stress distribution cloud map of stress concentration and weak areas, and optimize the parameters of stress concentration and weak areas to maximize the bearing capacity.

[0005] According to one aspect of the present invention, an embodiment of the present invention provides a numerical optimization method considering the bearing capacity of a steel frame and a precast concrete panel, the method comprising:

[0006] Collecting first parameter information of the steel structure, second parameter information of the precast concrete panel, and connection parameters between the steel structure and the precast concrete panel to form an initial parameter combination, and using the initial parameter combination as the current parameter combination; wherein the first parameter information includes a first geometric parameter and a first material property; and the second parameter information includes a second geometric parameter and a second material property;

[0007] Constructing a geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination, and performing finite element mesh division on the geometric model to obtain a target geometric model after division;

[0008] For the target geometric model, construct a finite element model corresponding to the bearing capacity of the steel structure and the precast concrete panel based on the first material property, the second material property and the connection parameter, and perform static load analysis and dynamic load analysis on the finite element model to obtain corresponding static load response and dynamic load response;

[0009] The first parameter information, the second parameter information and the connection parameter in the current parameter combination are changed to form a next parameter combination, the next parameter combination is used as the current parameter combination, and the step of constructing the geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination is returned to iteratively regenerate the corresponding dynamic load response and static load response until the preset requirements are met, and the current parameter combination corresponding to each round of iteration and the dynamic load response and static load response corresponding to each current parameter combination are output, and the optimal parameter combination is selected from each current parameter combination;

[0010] The stress distribution cloud diagrams corresponding to the steel frame and the precast concrete panels are determined based on the optimal parameter combination, and parameters of stress concentration and weak areas are optimized according to the stress distribution cloud diagrams.

[0011] According to another aspect of the present invention, an embodiment of the present invention further provides a numerical optimization device considering the bearing capacity of a steel frame and a precast concrete panel, the device comprising:

[0012] A parameter acquisition module, used to collect first parameter information of the steel structure, second parameter information of the precast concrete panel, and connection parameters between the steel structure and the precast concrete panel to form an initial parameter combination, and use the initial parameter combination as the current parameter combination; wherein the first parameter information includes a first geometric parameter and a first material property; and the second parameter information includes a second geometric parameter and a second material property;

[0013] A geometric model building module, used to build a geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination, and perform finite element mesh division on the geometric model to obtain a target geometric model after division;

[0014] an analysis module, for constructing a finite element model corresponding to the bearing capacity of the steel structure and the precast concrete panel based on the first material property, the second material property and the connection parameter for the target geometric model, and performing static load analysis and dynamic load analysis on the finite element model to obtain corresponding static load response and dynamic load response;

[0015] A parameter changing module, used for changing the first parameter information, the second parameter information and the connection parameter in the current parameter combination and forming a next parameter combination, taking the next parameter combination as the current parameter combination, returning to the step of constructing the geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination, so as to iteratively regenerate the corresponding dynamic load response and static load response until the preset requirements are met, outputting the current parameter combination corresponding to each round of iteration, and the dynamic load response and static load response corresponding to each current parameter combination, and selecting the optimal parameter combination from each current parameter combination;

[0016] The parameter optimization module is used to determine the stress distribution cloud map corresponding to the steel frame and the concrete precast panel based on the optimal parameter combination, and optimize the parameters of the stress concentration and weak areas according to the stress distribution cloud map.

[0017] According to another aspect of the present invention, an embodiment of the present invention further provides an electronic device, the electronic device comprising:

[0018] at least one processor; and

[0019] a memory communicatively connected to the at least one processor; wherein,

[0020] The memory stores a computer program that can be executed by the at least one processor, and the computer program is executed by the at least one processor so that the at least one processor can execute the numerical optimization method considering the bearing capacity of steel frames and precast concrete panels described in any embodiment of the present invention.

[0021] According to another aspect of the present invention, an embodiment of the present invention further provides a computer-readable storage medium, wherein the computer-readable storage medium stores computer instructions, and the computer instructions are used to enable a processor to implement the numerical optimization method considering the bearing capacity of steel frames and precast concrete panels as described in any embodiment of the present invention when executed.

[0022] According to another aspect of the present invention, an embodiment of the present invention further provides a computer program product, characterized in that the computer program product includes a computer program, and when the computer program is executed by a processor, it implements the numerical optimization method considering the bearing capacity of steel frames and precast concrete panels as described in any embodiment of the present invention.

[0023] The above technical scheme of the embodiment of the present invention collects the first parameter information of the steel frame, the second parameter information of the concrete precast panel and the connection parameters between the two, constructs a geometric model based on the first parameter information and the second parameter information, performs finite element meshing on the geometric model, and assigns the first material property, the second material property and the connection parameters to generate a finite element model, performs static load analysis and dynamic load analysis on the finite element model to obtain a bearing capacity response, continuously optimizes by changing the first parameter information, the second parameter information and the connection parameters, analyzes the influence of different parameters on the bearing capacity, finds the optimal parameter combination, determines the stress distribution cloud map based on the optimal parameter combination, thereby optimizing the parameters of the stress concentration and weak areas, and can improve the accuracy of the steel frame-concrete precast panel model, can identify and mark the stress distribution cloud map of the stress concentration and weak areas, and optimize the parameters of the stress concentration and weak areas to maximize the bearing capacity.

[0024] It should be understood that the contents described in this section are not intended to identify the key or important features of the embodiments of the present invention, nor are they intended to limit the scope of the present invention. Other features of the present invention will become easily understood through the following description. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0026] Figure 1 A flowchart of a numerical optimization method considering the bearing capacity of a steel frame and a precast concrete panel provided in one embodiment of the present invention;

[0027] Figure 2 A flowchart of another numerical optimization method considering the bearing capacity of steel frames and precast concrete panels provided by an embodiment of the present invention;

[0028] Figure 3 A schematic diagram of a geometric model after meshing provided by an embodiment of the present invention;

[0029] Figure 4 A schematic diagram of a stress distribution cloud diagram provided by an embodiment of the present invention;

[0030] Figure 5 It is a structural block diagram of a numerical optimization device considering the bearing capacity of a steel frame and a precast concrete panel provided by an embodiment of the present invention;

[0031] Figure 6A schematic diagram of the structure of an electronic device provided for implementing an embodiment of the present invention. DETAILED DESCRIPTION

[0032] In order to enable those skilled in the art to better understand the scheme of the present invention, the technical scheme in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work should fall within the scope of protection of the present invention.

[0033] It should be noted that the terms "first", "second", etc. in the specification and claims of the present invention and the above-mentioned drawings are used to distinguish similar objects, and are not necessarily used to describe a specific order or sequence. It should be understood that the data used in this way can be interchanged where appropriate, so that the embodiments of the present invention described herein can be implemented in an order other than those illustrated or described herein. In addition, the terms "including" and "having" and any variations thereof are intended to cover non-exclusive inclusions, for example, a process, method, system, product or device that includes a series of steps or units is not necessarily limited to those steps or units that are clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or devices.

[0034] In one embodiment, Figure 1 A flowchart of a numerical optimization method considering the bearing capacity of steel frames and precast concrete panels is provided for one embodiment of the present invention. This embodiment is applicable to the case where the parameters of the bearing capacity of steel frames and precast concrete panels are analyzed and optimized. The method can be executed by a numerical optimization device considering the bearing capacity of steel frames and precast concrete panels. The numerical optimization device considering the bearing capacity of steel frames and precast concrete panels can be implemented in the form of hardware and / or software.

[0035] like Figure 1 As shown, the method includes:

[0036] S110, collecting first parameter information of the steel structure, second parameter information of the concrete precast panel, and connection parameters between the steel structure and the concrete precast panel to form an initial parameter combination, and using the initial parameter combination as the current parameter combination; wherein the first parameter information includes a first geometric parameter and a first material property; and the second parameter information includes a second geometric parameter and a second material property.

[0037] The first parameter information is the parameter information of the steel frame, and the first parameter information includes the first geometric parameter and the first material property, wherein the first geometric parameter includes: the length, width and height of the steel beams and steel columns in the steel frame respectively; the first material property includes: the elastic modulus, yield strength and ultimate strength of the steel beams and steel columns in the steel frame. The second parameter information is the parameter information of the precast concrete panel, and the second parameter information includes the second geometric parameter and the second material property, wherein the second geometric parameter includes: the length, width and thickness of the precast concrete panel; the second material property includes: the elastic modulus and Poisson's ratio of concrete; the connection parameter includes: the contact stiffness and friction coefficient between the steel frame and the precast concrete panel.

[0038] In this embodiment, the initial parameter combination can also be called the initial parameter set. Due to the iteration, in the first round of iteration, it is the initial parameter combination. In the second round of iteration, the current parameter combination is the next parameter combination corresponding to the initial parameter combination. In the third round of iteration, the current parameter combination is the next parameter combination corresponding to the next parameter combination, and so on. Each round of parameter combination includes: a geometric parameter set, a material attribute set, and a connection parameter set; the geometric parameter set includes the first geometric parameter and the second geometric parameter; the material attribute set includes the first material attribute and the second material attribute; the connection parameter set includes the connection parameters between the steel frame and the concrete precast panel; wherein the geometric parameter set is expressed as: G0 = {L b0 , W b0 , H b0 , L c0 , W c0 , H c0 , L s0 , W s0 , H s0}, where G0 is the current geometric parameter set, L b0 is the length of the steel beam in the steel frame, W b0 is the width of the steel beam in the steel frame, H b0 is the height of the steel beam in the steel frame, L c0 is the length of the steel column in the steel frame, W c0 is the width of the steel column in the steel frame, H c0 is the height of the steel column in the steel frame, L s0 is the length of the precast concrete slab, W s0 is the width of the precast concrete slab, H s0 is the thickness of the concrete precast slab; the material property set is expressed as: Among them, M0 is the material property set, E steel，0 is the elastic modulus of the steel beams and columns in the steel frame, is the yield strength of steel beams and columns in the steel frame, ω steel，0is the ultimate strength of steel beams and columns in the steel frame, E concrete，0 is the elastic modulus of the concrete precast panel, v concrete，0 is the Poisson's ratio of the concrete precast panel; the connection parameter set is expressed as: C0 = {k contact，0 , μ friction，0}, where C0 is the set of connection parameters, k contact，0 is the contact stiffness, μ friction，0 is the friction coefficient.

[0039] In this embodiment, the steel frame is a structure composed of steel beams and steel columns that can withstand vertical and horizontal loads. The geometric parameters, material properties corresponding to the steel frame and the concrete precast panels, and the connection parameters between the steel frame and the concrete precast panels are collected, and the lengths, widths and heights corresponding to the steel beams and steel columns in the steel frame and the length, width and thickness of the concrete precast panels are combined into a geometric parameter set, the elastic modulus, yield strength and ultimate strength of the steel beams and steel columns in the steel frame, and the elastic modulus and Poisson's ratio of concrete are combined into a material property set, and the contact stiffness and friction coefficient between the steel frame and the concrete precast panels are combined into a connection parameter set.

[0040] S120: constructing a geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination, and performing finite element meshing on the geometric model to obtain a target geometric model after meshing.

[0041] The geometric model is the overall geometric model of the steel structure and the precast concrete panel. The target geometric model is the final geometric model obtained after meshing the geometric model according to certain requirements.

[0042] In this embodiment, the geometric model corresponding to the steel frame and the concrete precast panel can be constructed by using the first geometric parameter and the first material property of the steel frame, and the second geometric parameter and the second material property of the concrete precast panel. It can be understood that the first geometric parameter and the first material property of the steel frame, the second geometric parameter and the second material property of the concrete precast panel, and the connection parameter between the steel frame and the concrete precast panel are used as input quantities to respectively construct the geometric model of the steel frame and the concrete precast panel in the finite element software. In this embodiment, after the geometric model is constructed, the steel frame and the concrete precast panel in the geometric model can be divided into finite element meshes according to certain requirements to obtain the divided target geometric model.

[0043] In some embodiments, a first geometric model of the steel frame can be formed by creating geometric bodies of steel beams and steel columns in the steel frame, combining the lengths, widths and heights corresponding to the steel beams and steel columns in the steel frame according to a preset installation position and a preset connection method, and creating a geometric body of a precast concrete panel, and forming a second geometric model according to the length, width and thickness of the precast concrete panel. On this basis, the first geometric model and the second geometric model are combined to obtain a combined geometric model. Based on this, when meshing the geometric model, due to the geometric bodies of the steel beams and steel columns in the steel frame in the geometric model, The structure and geometric dimensions of the geometric body of the concrete precast panel, the required mesh accuracy and the required mesh size when dividing are different. Therefore, for the geometric body of the steel beam and the steel column in the steel frame, the corresponding mesh division can be performed according to the geometric dimensions, the required mesh accuracy and the required mesh size corresponding to the geometric body of the steel beam and the steel column in the steel frame; for the concrete precast panel, different mesh division granularities, mesh division accuracy, etc. can be selected for mesh division according to possible stress concentration areas and stress weak areas in the concrete precast panel, and this embodiment does not limit this.

[0044] S130. For the target geometric model, a finite element model corresponding to the bearing capacity of the steel structure and the precast concrete panel is constructed based on the first material property, the second material property and the connection parameters, and a static load analysis and a dynamic load analysis are performed on the finite element model to obtain corresponding static load responses and dynamic load responses.

[0045] Among them, the static load response and the dynamic load response can characterize the bearing capacity of the constructed finite element model.

[0046] In this embodiment, for the target geometric model of mesh division, a finite element model corresponding to the bearing capacity of the steel frame and the concrete precast panel can be constructed according to the first material property, the second material property and the connection parameter. Specifically, the collected elastic modulus, yield strength and ultimate strength of the steel material can be assigned to the beams and columns of the steel frame, the collected concrete elastic modulus and Poisson's ratio can be assigned to the concrete precast panel, and the collected contact stiffness and friction coefficient can be assigned to the contact area of ​​the steel frame and the concrete precast panel to generate a finite element model. It should be noted that since the finite element model is modeled according to the actual working conditions, some special cases may occur in the actual working conditions. For example, a beam is fixed on both sides and fixed on a column. Then, it is necessary to bind it to the column. After that, the fixed point will be constrained. Therefore, after the finite element model is established, it is necessary to add nodes or boundaries that need to be constrained in the finite element model according to the actual situation. On this basis, static load analysis and dynamic load analysis are performed on the finite element model to obtain the corresponding static load response and dynamic load response.

[0047] In some embodiments, a vertical downward concentrated force can be applied to the central node of the concrete precast panel, and a uniformly distributed force can be applied to the top beam of the steel frame. The finite element analysis solver is used in the finite element software to solve the problem and obtain the response of the steel frame and the concrete precast panel under static load, and the static load response includes stress, strain and displacement under static load; an earthquake load is applied to the bottom node of the steel frame to obtain the earthquake load on the bottom node of the steel frame, and a periodically changing wind load is applied to the side of the steel frame to obtain the wind load on the side of the steel frame, that is, the response of the steel frame and the concrete precast panel under dynamic load includes the earthquake load and wind load, so as to obtain the response under dynamic load corresponding to the earthquake load and wind load, and the response under dynamic load may include stress, strain and displacement under dynamic load.

[0048] S140, changing the first parameter information, the second parameter information and the connection parameters in the current parameter combination and forming the next parameter combination, taking the next parameter combination as the current parameter combination, returning to the step of constructing the geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination, so as to iteratively regenerate the corresponding dynamic load response and the static load response until the preset requirements are met, outputting the current parameter combination corresponding to each round of iteration, and the dynamic load response and the static load response corresponding to each current parameter combination, and selecting the optimal parameter combination from the current parameter combinations.

[0049] The next parameter combination can be understood as the next parameter combination obtained by modifying the first parameter information, the second parameter information and the connection parameter in the current parameter combination. The next parameter combination can include the next parameter combination corresponding to the first round of the current parameter combination, the next parameter combination corresponding to the second round of the current parameter combination, and so on, until the next parameter combination corresponding to the current parameter combination of the last round of iteration.

[0050] In this embodiment, the first parameter information, the second parameter information and the connection parameter in the current parameter combination are changed to form the next parameter combination, and the next parameter combination is returned as the current parameter combination to construct the geometric model corresponding to the steel structure and the concrete precast panel based on the first parameter information and the second parameter information in the current parameter combination, so as to iteratively regenerate a new dynamic load response and a new static load response until the preset requirements are met, so as to obtain each current parameter combination and the corresponding dynamic load response and static load response, and determine the optimal parameter combination from multiple current parameter combinations; it can be understood that the corresponding current parameter combination and the dynamic load response and static load response corresponding to the parameter combination are output in each round of iteration, so that the parameter combination corresponding to the maximum response in the dynamic load response and the static load response can be selected according to the dynamic load response and the static load response corresponding to each parameter combination, and the parameter combination is the optimal parameter combination. Among them, the preset requirements may include iterating here to reach the preset number of iterations; the optimal parameter combination includes the optimal geometric parameter set, the optimal material property set and the optimal connection parameter set. It can be understood that the first parameter information, the second parameter information and the connection parameters in the current parameter combination can be modified to analyze the bearing capacity of different parameter combinations and determine the optimal parameter combination.

[0051] In this embodiment, the geometric parameter set, material property set and connection parameter set in the parameter combination are modified in each round of iteration, wherein the geometric parameter set includes the first geometric parameter and the second geometric parameter; the material property set includes the first material property and the second material property; the connection parameter set includes the connection parameters between the steel frame and the precast concrete panel. By modifying the geometric parameters and material properties of the steel beams and steel columns in the steel frame, the geometric parameters and material properties of the precast concrete panel, and the contact stiffness and friction coefficient between the steel frame and the precast concrete panel in the parameter set for multiple times, the influence of different parameter combinations on the bearing capacity of the finite element model is analyzed to obtain the optimal combination of geometric parameters, material properties and connection parameters.

[0052] S150. Determine the stress distribution cloud map corresponding to the steel frame and the precast concrete panel based on the optimal parameter combination, and optimize the parameters of the stress concentration and weak areas according to the stress distribution cloud map.

[0053] The stress distribution cloud map may include stress concentration areas and stress weak areas.

[0054] In this embodiment, according to the combination of the optimal geometric parameters, material properties and connection parameters, the stress distribution cloud map of the steel frame-concrete precast panel is output, and the stress distribution cloud map of the stress concentration and weak areas is marked according to the stress distribution cloud map, and the parameters of the stress concentration and weak areas are optimized. In some embodiments, the stress distribution of the steel frame-concrete precast panel under static load and dynamic load is calculated according to the finite element analysis solver and the optimal parameter combination, and a stress distribution cloud map is generated, and the stress concentration area and the stress weak area are marked from the stress distribution cloud map, and the parameters of the stress concentration area and the stress weak area are optimized respectively. Of course, the stress distribution cloud map corresponding to the steel frame and the concrete precast panel can also be determined by other methods, and this embodiment does not limit this.

[0055] The above technical scheme of the embodiment of the present invention collects the first parameter information of the steel frame, the second parameter information of the concrete precast panel and the connection parameters between the two, constructs a geometric model based on the first parameter information and the second parameter information, performs finite element meshing on the geometric model, and assigns the first material property, the second material property and the connection parameters to generate a finite element model, performs static load analysis and dynamic load analysis on the finite element model to obtain a bearing capacity response, continuously optimizes by changing the first parameter information, the second parameter information and the connection parameters, analyzes the influence of different parameters on the bearing capacity, finds the optimal parameter combination, determines the stress distribution cloud map based on the optimal parameter combination, thereby optimizing the parameters of the stress concentration and weak areas, and can improve the accuracy of the steel frame-concrete precast panel model, can identify and mark the stress distribution cloud map of the stress concentration and weak areas, and optimize the parameters of the stress concentration and weak areas to maximize the bearing capacity.

[0056] In one embodiment, Figure 2 A flowchart of another numerical optimization method considering the bearing capacity of steel frames and precast concrete panels is provided for one embodiment of the present invention. Based on the above embodiments, this embodiment constructs a geometric model corresponding to the steel frame and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination, and performs finite element mesh division on the geometric model to obtain a target geometric model after division; constructs a finite element model corresponding to the bearing capacity of the steel frame and the precast concrete panel based on the first material property, the second material property and the connection parameter, performs static load analysis and dynamic load analysis on the finite element model to obtain the corresponding static load response and dynamic load response; selects the optimal parameter combination from each current parameter combination; and determines the stress distribution cloud map corresponding to the steel frame and the precast concrete panel based on the optimal parameter combination, and further refines the parameters of the stress concentration and weak areas according to the stress distribution cloud map.

[0057] like Figure 2As shown, the numerical optimization method considering the bearing capacity of the steel frame and the precast concrete slab in this embodiment may specifically include the following steps:

[0058] S210, collecting first parameter information of the steel structure, second parameter information of the precast concrete panel, and connection parameters between the steel structure and the precast concrete panel to form an initial parameter combination, and using the initial parameter combination as the current parameter combination; wherein the first parameter information includes a first geometric parameter and a first material property; and the second parameter information includes a second geometric parameter and a second material property.

[0059] S220. Create geometric bodies of steel beams and steel columns in the steel frame using a finite element software modeling tool, and combine the corresponding lengths, widths, and heights of the steel beams and steel columns in the steel frame according to a preset installation position and a preset connection method to form a first geometric model of the steel frame.

[0060] In this embodiment, the finite element software modeling tool is a modeling tool in the finite element software, and the finite element software may be ANSYS, ABAQUS, etc. The preset installation position and the preset connection method are the actual installation and connection methods of the steel beams and steel columns in the steel frame.

[0061] In this embodiment, a beam geometry is created by using a finite element software modeling tool, and its length L is input. b , Width W b and height H b ; Create a column geometry and enter its length L c , Width W c and height H c ; Combine steel beams and steel columns according to the actual structure's position and connection method to form a preliminary geometric model of the steel frame.

[0062] S230. Create a geometric body of the precast concrete panel using a finite element software modeling tool, and form a second geometric model according to the length, width and thickness of the precast concrete panel.

[0063] In this embodiment, the geometric body of the precast concrete panel is created by using the modeling tool of the finite element software; the length L of the precast concrete panel is input. s , Width W s and height H s ; The precast concrete panels are placed on top of the steel frame to form a complete structural geometry model.

[0064] S240. Determine a complete geometric model of the steel structure and the precast concrete panel based on the second geometric model and the first geometric model.

[0065] In this embodiment, the geometric model of the complete steel frame and the precast concrete panel can be determined based on the second geometric model and the first geometric model. Specifically, the precast concrete panel is placed on top of the steel frame to form a complete structural geometric model.

[0066] S250. With respect to the geometric bodies of steel beams and steel columns in the steel frame, the steel beams and steel columns are divided into at least two grid units according to the geometric dimensions, preset grid accuracy, and preset grid size corresponding to the steel beams and steel columns, respectively.

[0067] The geometric dimensions include the geometric dimensions of the steel beam and the geometric dimensions of the steel column. For example, the steel beam is 3 meters. The preset grid accuracy refers to the density of the divided network. The denser the density, the higher the grid accuracy. Conversely, the lower the density, the lower the grid accuracy. The preset grid size refers to the grid size that needs to be divided. The grid size can be customized by the user according to experience or needs, and this embodiment does not limit it.

[0068] In this embodiment, for the geometric bodies of steel beams and steel columns in the steel frame, the steel beams and steel columns are divided into at least two grid units according to the geometric dimensions, preset grid precision and preset grid size corresponding to the steel beams and steel columns respectively. It can be understood that the continuous geometric model is discretized into finite element units, and for the geometric bodies of the beams and columns of the steel frame, the grid size is set according to the geometric dimensions and the expected calculation precision, and each beam or column is divided into a number of segments, for example, 10 segments.

[0069] S260, for the concrete precast slab, selecting a stress concentration area corresponding to the concrete precast slab, performing fine grid division on the stress concentration area according to a preset grid size and a preset grid density, and performing coarse grid division on other areas except the stress concentration area.

[0070] Among them, the stress concentration area is the possible stress concentration area selected by the user based on experience. Generally speaking, the most dangerous area of ​​a structure when subjected to stress is the area with the greatest load and the area with the most serious deformation.

[0071] In this embodiment, for the concrete precast panel, the stress concentration area corresponding to the concrete precast panel is selected, and the stress concentration area is finely meshed according to the preset mesh size and the preset mesh density, and the other areas except the stress concentration area are coarsely meshed. It can be understood that for the concrete precast panel, a solid unit mesh (such as a tetrahedron or hexahedron unit) is used, and the mesh size is set, for example, the precast panel is divided into a 50*50*10 grid, and the density of the grid (i.e., the size of the unit) is set. The smaller the grid unit, the higher the calculation accuracy, but the calculation time will also increase. Usually, a finer grid is used in the stress concentration area (such as the connection), and the meshing tool of the finite element software (such as ANSYS, ABAQUS) is used to mesh the geometric model.

[0072] S270: Use the meshed geometric model as the target geometric model.

[0073] In this embodiment, the geometric model after meshing is used as the target geometric model.

[0074] For example, to facilitate better understanding of meshing of geometric models, Figure 3 A schematic diagram of a geometric model after meshing provided by an embodiment of the present invention.

[0075] S280. For the target geometric model, in response to a click operation on the first material property window in the finite element software, the elastic modulus, yield strength and ultimate strength corresponding to the steel beams and steel columns in the steel frame are assigned to the steel beams and steel columns.

[0076] In this embodiment, for the target geometric model, in response to a click operation in the first material property window in the finite element software, the elastic modulus, yield strength and ultimate strength corresponding to the steel beams and columns in the steel frame are assigned to the steel beams and columns. This can be understood as selecting the beam and column parts of the steel frame in the finite element software, selecting these parts by selecting the model tree in the window bar provided by the finite element software or directly clicking on the geometry, and entering the elastic modulus, yield strength and ultimate strength of the steel in the material property window of the finite element software, and assigning the above material properties to the selected beam and column parts of the steel frame.

[0077] S290: In response to a click operation on the second material property window in the finite element software, assign the elastic modulus and Poisson's ratio of the precast concrete slab to the precast concrete slab.

[0078] In this embodiment, in response to a click operation in the second material property window in the finite element software, the elastic modulus and Poisson's ratio of the precast concrete panel are assigned to the precast concrete panel. It can be understood that in the material property window of the finite element software, the elastic modulus and Poisson's ratio of the concrete are input, and the above material properties are assigned to the selected precast concrete panel part.

[0079] S2100 . In response to a click operation on a contact area between the steel frame and the precast concrete panel, assign a contact stiffness and a friction coefficient between the steel frame and the precast concrete panel to the contact area to generate a finite element model.

[0080] In this embodiment, in response to a click operation on the contact area between the steel frame and the precast concrete panel, the contact stiffness and friction coefficient between the steel frame and the precast concrete panel are assigned to the contact area to generate a finite element model. It can be understood that the contact area between the steel frame and the precast concrete panel is selected in the finite element software, the above connection parameters are input in the contact property window of the finite element software, the above parameters are assigned to the selected contact area, and the finite element model is generated.

[0081] It should be noted that, according to the actual working conditions, corresponding constraint nodes are added in the finite element model, and the constraint conditions corresponding to the constraint nodes are expressed by the formula: In the formula, u x = 0 means limiting the displacement of the finite element model in the x direction in the horizontal plane; u y = 0 means limiting the displacement of the finite element model in the y direction in the horizontal plane; u z =0 means limiting the displacement of the finite element model in the vertical z direction.

[0082] S2110. Calculate the static load response of the steel frame and the precast concrete panel under the static load using a finite element analysis solver; wherein the static load response includes stress, strain and displacement under the static load; wherein applying the static load includes: applying a vertical downward concentrated force at the central node of the precast concrete panel, and applying a uniformly distributed force on the top beam of the steel frame.

[0083] In this embodiment, a vertical downward concentrated force is applied to the central node of the concrete precast panel, and a uniform force is applied to the top beam of the steel frame. The finite element software is used to solve the response of the steel frame and the concrete precast panel under static load, and the response includes stress, strain and displacement (σ ij ,∈ ij , U i ); among them, (i=x, y, z), (j=x, y, z), σ xx , σ yy , σ zz are normal stresses in the x, y, and z directions respectively; σ xy , σ yz , σ zx is shear stress / tangential stress, which represents the stress component tangential to a specific plane; ∈ xx ,∈ yy , zzis the normal strain, in the x, y, and z directions respectively; ∈ xy ,∈ yz ,∈ zx is the shear strain, which represents the strain component tangential to a specific plane; U x , U y , U z are the displacement components of the structure in the x, y, and z directions respectively.

[0084] In one embodiment, the formula for calculating the static load response of the steel frame and the precast concrete panel under the static load when the static load is applied is expressed as: {σ static ,∈ static , U static}=FEM_Solver(G0,M0,C0,F static ), where σ static is the static stress, which means the stress distribution inside the structure under the static load, ∈ static is the static strain, which indicates the degree of deformation inside the structure under static load, U static is the static displacement, which means the displacement distribution of the structure under the static load. FEM_Solver is the finite element analysis solver, which is used to calculate stress, strain and displacement. static is a static load, which represents a constant force applied to the structure.

[0085] More specifically, FEM_Solver is an existing technology, and its core steps include: selecting geometric parameters, material properties and connection parameters, determining the static load F static , Dynamic load F dynamic (t); mesh the steel frame-concrete precast panel and divide it into several units and nodes; calculate the stiffness matrix of each unit according to the material properties and geometric parameters, based on the following formula: K e =∫ V B T MBdV, where K e is the unit stiffness matrix, B is the derivative matrix of the shape function, M is the material property matrix, and V is the unit volume; the stiffness matrices of all units are assembled into a global stiffness matrix based on the following formula: Where K is the global stiffness matrix, e is the index of the stiffness matrix element, is the number of stiffness matrix elements; the displacement vector is solved using the global stiffness matrix and the applied force vector, according to the following formula: K·U=F, where U is the displacement vector of the node and F is the external force vector; the strain of each element is calculated using the displacement vector, according to the following formula: ∈=BU, where ∈ is the strain of each element; the stress of each element is calculated using the displacement vector, according to the following formula: σ=M∈, where σ is the stress of the node; the corresponding data will be obtained based on the stress and strain of each element.

[0086] S2120. Calculate the dynamic load response of the steel frame and the precast concrete slab under dynamic load using a finite element analysis solver; wherein the dynamic load response includes: stress, strain and displacement under dynamic load; wherein applying dynamic load includes: applying seismic load at the bottom node of the steel frame and applying periodically changing wind load at the side of the steel frame.

[0087] In this embodiment, the response of the steel frame and the precast concrete panel under dynamic load includes the seismic load and wind load. The seismic load is applied to the bottom node of the steel frame to obtain the seismic load on the bottom node of the steel frame. A periodically changing wind load is applied to the side of the steel frame to obtain the wind load on the side of the steel frame. The seismic load is expressed by the formula: D(t) = ζ·a(t); wherein D(t) is the seismic load on the bottom node of the steel frame at time t, ζ is the mass matrix, and a(t) is the acceleration value of the earthquake at time t; the wind load is expressed by the formula: F(t) = F0sin(ωt), wherein F(t) is the wind load on the side of the steel frame at time t, F0 is the amplitude of the wind load, ω is the angular frequency of the wind load, and t is time.

[0088] In one embodiment, when a finite element analysis solver is used to calculate the dynamic load, the dynamic load response of the steel frame and the precast concrete panel under the dynamic load is expressed as follows: dynamic (t),∈ dynamic (t), U dynamic (t)}=FEM_Solver[G0, M0, C0, F dynamic (t)], where σ dynamic (t) is the dynamic stress, which means the stress distribution of the structure changing with time under the dynamic load, ∈ dynamic (t) is the dynamic strain, which indicates the deformation degree of the structure changing with time under the action of dynamic load, U dynamic (t) is the dynamic displacement, which means the displacement distribution of the structure changing with time under the action of dynamic load, F dynamic(t) is a dynamic load, which indicates a force that changes with time; FEM_Solver is a finite element analysis solver. The structure in this embodiment is the constructed finite element model.

[0089] S2130, changing the first parameter information, the second parameter information and the connection parameters in the current parameter combination and forming the next parameter combination, taking the next parameter combination as the current parameter combination, returning to the step of creating the geometry of the steel beams and steel columns in the steel frame through the finite element software modeling tool, combining the corresponding lengths, widths and heights of the steel beams and steel columns in the steel frame according to the preset installation position and the preset connection method, and forming the first geometric model of the steel frame, so as to iteratively regenerate the corresponding dynamic load response and static load response until the preset requirements are met, outputting the current parameter combination corresponding to each round of iteration, as well as the dynamic load response and static load response corresponding to each current parameter combination, and selecting the optimal parameter combination from each current parameter combination.

[0090] Among them, each current parameter combination is expressed as: {G φ , M γ , C η}; Among them, G φ is the set of φ-th geometric parameters, M γ is the set of material properties of the γth type, C η is the set of nth connection parameters, φ is the index of the set of geometric parameters, γ is the index of the set of material properties, η is the index of the set of connection parameters, φ=1, 2, ..., R, R is the number of sets of geometric parameters, γ=1, 2, ..., T, T is the number of sets of material properties, η=1, 2, ..., Q, Q is the number of sets of connection parameters; each current parameter combination and the corresponding dynamic load response and static load response are expressed as: Static load response is expressed as: in, To use the φth geometric parameters, γth material properties and ηth connection parameters, under the static load F static The static stress calculated under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the static load F static Under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the static load F static Under the action, the calculated static displacement; the dynamic load response is expressed as: in, To use the φth geometric parameters, γth material properties and ηth connection parameters, under the dynamic load F dynamic The dynamic stress changing with time t under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the dynamic load F dynamic The dynamic strain changing with time t under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the dynamic load F dynamic The dynamic displacement changing with time t under the action of .

[0091] In one embodiment, the static load response and the dynamic load response characterize the bearing capacity, and the next parameter combination is formed by changing the first parameter information, the second parameter information and the connection parameter in the current parameter combination, and the next parameter combination is used as the current parameter combination. The steps of the current parameter combination composition are returned to iteratively regenerate the corresponding dynamic load response and the static load response until the preset requirements are met, and each current parameter combination and the corresponding dynamic load response and the static load response are output, and the maximum response value is selected from each static load response and each dynamic load response as the maximum bearing capacity, and the optimal parameter combination corresponding to the maximum bearing capacity is determined.

[0092] In one embodiment, the optimal parameter combination is selected from each current parameter combination, including: for each current parameter combination corresponding to each iteration process, and the dynamic load response and the static load response corresponding to each current parameter combination, the maximum response value is selected from each static load response and each dynamic load response as the maximum bearing capacity; wherein the maximum bearing capacity is expressed as: in, is the maximum bearing capacity of the combination of the φth geometric parameter, the γth material property and the ηth connection parameter, is the value for a specific combination (φ,γ,η) under a given dynamic load F dynamic (t), the maximum dynamic stress at all times t, For static stress and the maximum value of dynamic stress Select the maximum value as the maximum bearing capacity Determine the optimal parameter combination corresponding to the maximum bearing capacity; the optimal parameter combination is expressed as: Among them, (G*, M*, C*) is the bearing capacity The largest combination of the optimal set of geometric parameters, material properties and connection parameters. G* is the set of optimal geometric parameters, M* is the set of optimal material properties, C* is the combination of optimal connection parameters, and argmax is the parameter selected that leads to the maximum value of the maximum bearing capacity.

[0093] S2140. Calculate the stress distribution of steel frame-concrete precast panels under static load and dynamic load based on the finite element analysis solver and the optimal parameter combination, and generate a stress distribution cloud diagram.

[0094] In this embodiment, the optimal combination of geometric parameters, material properties and connection parameters (G*, M*, C*) is used to calculate the stress distribution of the steel frame-concrete precast panel under static and dynamic loads through a finite element analysis solver, and a stress distribution cloud diagram is generated, wherein the calculation formula of the stress distribution is expressed as follows: Static load: Dynamic load:

[0095] in, This is the static stress distribution result obtained after finite element analysis using the optimal parameter combination. The dynamic stress distribution results obtained after finite element analysis using the optimal parameter combination.

[0096] S2150. Mark stress concentration areas and stress weak areas from the stress distribution cloud map, and optimize parameters of the stress concentration areas and stress weak areas respectively.

[0097] In this embodiment, by analyzing the stress distribution cloud map, stress concentration and weak areas are identified and marked. The above-mentioned areas show stress values ​​significantly higher than those of the surrounding areas. The identified stress concentration and weak areas are optimized by adjusting geometric parameters, material properties and connection parameters.

[0098] In one embodiment, the stress concentration area and the stress weak area are optimized respectively, including: for the stress concentration area, increasing the width W of the beam b and height H b , column width W c and height H c , which increases the section inertia moment, increases the bending stiffness of the beam, and reduces the stress per unit area, thereby reducing the bending deformation under the action of external force, thereby reducing the local stress concentration. It can be understood that increasing the width W of the beam b and height H b , column width W c and height H c , which increases the moment of inertia of the section, increases the bending stiffness of the beam, and reduces the stress per unit area, thereby reducing the bending deformation under the action of external force, thereby reducing local stress concentration; increasing the contact stiffness k for the stress weak area contact , in order to reduce the relative slip and deformation of the connection interface, improve the interface bearing capacity, and reduce local stress concentration, which can be understood as increasing the contact stiffness k contact , to reduce the relative slip and deformation of the connection interface, improve the interface bearing capacity, and reduce local stress concentration.

[0099] For example, to better understand the generated stress distribution cloud map, Figure 4 A schematic diagram of a stress distribution cloud diagram provided by an embodiment of the present invention, Figure 4 The blue area in the figure is the stress concentration area, and the other areas except the blue area are the stress weak areas.

[0100] The above technical solution of this embodiment constructs a complete geometric model of the steel frame and the concrete precast panel through the current parameter combination, meshes the geometric model, assigns the elastic modulus, yield strength and ultimate strength corresponding to the steel beams and steel columns in the steel frame to the steel beams and steel columns, assigns the elastic modulus and Poisson's ratio of the concrete precast panel to the concrete precast panel, and assigns the contact stiffness and friction coefficient between the steel frame and the concrete precast panel to the contact area to generate a finite element model. On this basis, the static load response of the steel frame and the concrete precast panel under static load when a static load is applied, and the dynamic load response of the steel frame and the concrete precast panel under dynamic load when a dynamic load is applied are calculated using a finite element analysis solver. Then, the parameters are changed for optimization, the influence of different parameters on the bearing capacity is analyzed, and the optimal parameter combination is found to maximize the bearing capacity. According to the optimal parameter combination, the stress concentration and weak areas are marked, which can further improve the accuracy of the steel frame-concrete precast panel model, can identify and mark the stress distribution cloud map of the stress concentration and weak areas, and optimize the parameters of the stress concentration and weak areas.

[0101] In one embodiment, Figure 5 This is a structural block diagram of a numerical optimization device considering the bearing capacity of steel frames and precast concrete panels provided by an embodiment of the present invention. The device is suitable for analyzing and optimizing the parameters of the bearing capacity of steel frames and precast concrete panels. The device can be implemented by hardware / software. Figure 5 As shown, the device includes: a parameter acquisition module 510, a geometric model construction module 520, an analysis module 530, a parameter change module 540 and a parameter optimization module 550.

[0102] The parameter acquisition module 510 is used to collect the first parameter information of the steel structure, the second parameter information of the concrete precast panel, and the connection parameters between the steel structure and the concrete precast panel to form an initial parameter combination, and use the initial parameter combination as the current parameter combination; wherein the first parameter information includes a first geometric parameter and a first material property; and the second parameter information includes a second geometric parameter and a second material property;

[0103] A geometric model building module 520 is used to build a geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination, and perform finite element meshing on the geometric model to obtain a target geometric model after meshing;

[0104] An analysis module 530 is used to construct a finite element model corresponding to the bearing capacity of the steel structure and the precast concrete panel based on the first material property, the second material property and the connection parameter for the target geometric model, and perform static load analysis and dynamic load analysis on the finite element model to obtain corresponding static load response and dynamic load response;

[0105] The parameter changing module 540 is used to change the first parameter information, the second parameter information and the connection parameter in the current parameter combination and form a next parameter combination, take the next parameter combination as the current parameter combination, return to the step of constructing the geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination, so as to iteratively regenerate the corresponding dynamic load response and static load response until the preset requirements are met, output the current parameter combination corresponding to each round of iteration, and the dynamic load response and static load response corresponding to each current parameter combination, and select the optimal parameter combination from each current parameter combination;

[0106] The parameter optimization module 550 is used to determine the stress distribution cloud map corresponding to the steel frame and the concrete precast panel based on the optimal parameter combination, and optimize the parameters of the stress concentration and weak areas according to the stress distribution cloud map.

[0107] In this embodiment, a geometric model construction module constructs a geometric model based on the first parameter information and the second parameter information, performs finite element meshing on the geometric model, and assigns the first material property, the second material property and the connection parameter to generate a finite element model; an analysis module performs static load analysis and dynamic load analysis on the finite element model to obtain a bearing capacity response; a parameter change module continuously optimizes by changing the first parameter information, the second parameter information and the connection parameter, analyzes the influence of different parameters on the bearing capacity, and finds the optimal parameter combination; a parameter optimization module determines a stress distribution cloud map based on the optimal parameter combination, thereby optimizing parameters of stress concentration and weak areas, which can improve the accuracy of the steel frame-concrete precast panel model, identify and mark the stress distribution cloud map of stress concentration and weak areas, and optimize parameters of stress concentration and weak areas to maximize the bearing capacity.

[0108] In one embodiment, the first geometric parameters include: the length, width and height of the steel beams and steel columns in the steel frame respectively; the first material properties include: the elastic modulus, yield strength and ultimate strength of the steel beams and steel columns in the steel frame; the second geometric parameters include: the length, width and thickness of the precast concrete panel; the second material properties include: the elastic modulus and Poisson's ratio of concrete; the connection parameters include: the contact stiffness and friction coefficient between the steel frame and the precast concrete panel.

[0109] In one embodiment, the geometric model building module 520 includes:

[0110] A first model building unit is used to create geometric bodies of steel beams and steel columns in the steel frame by using a finite element software modeling tool, and to combine the lengths, widths and heights corresponding to the steel beams and steel columns in the steel frame according to a preset installation position and a preset connection method to form a first geometric model of the steel frame;

[0111] A second model building unit is used to create a geometric body of the precast concrete panel by using the finite element software modeling tool, and form a second geometric model according to the length, width and thickness of the precast concrete panel;

[0112] The third model building unit is used to determine the geometric model of the complete steel structure and the precast concrete panel according to the second geometric model and the first geometric model.

[0113] In one embodiment, the geometric model building module 520 includes:

[0114] A first grid division unit is used for dividing the geometric bodies of the steel beams and steel columns in the steel frame into at least two grid units according to the geometric dimensions, preset grid precision and preset grid size respectively corresponding to the steel beams and steel columns;

[0115] A second mesh division unit is used for selecting a stress concentration area corresponding to the precast concrete slab, performing fine mesh division on the stress concentration area according to a preset mesh size and a preset mesh density, and performing coarse mesh division on other areas except the stress concentration area;

[0116] The target model forming unit is used to use the meshed geometric model as the target geometric model.

[0117] In one embodiment, the analysis module 530 includes:

[0118] A first assignment unit is used to assign elastic modulus, yield strength and ultimate strength corresponding to the steel beams and steel columns in the steel frame to the steel beams and steel columns in response to a click operation on the first material property window in the finite element software;

[0119] a second assignment unit, configured to assign the elastic modulus and Poisson's ratio of the precast concrete panel to the precast concrete panel in response to a click operation on a second material property window in the finite element software;

[0120] a third assignment unit, configured to assign the contact stiffness and friction coefficient between the steel frame and the precast concrete panel to the contact region in response to a click operation on the contact region between the steel frame and the precast concrete panel, so as to generate a finite element model;

[0121] Wherein, corresponding constraint nodes are added in the finite element model according to the actual working conditions, and the constraint conditions corresponding to the constraint nodes are expressed by the formula: In the formula, u x = 0 means limiting the displacement of the finite element model in the x direction in the horizontal plane; u y =0 indicates that the displacement of the finite element model in the y direction within the horizontal plane is limited; u z =0 indicates that the displacement of the finite element model in the vertical z direction is limited.

[0122] In one embodiment, the current parameter set includes: a geometric parameter set, a material property set, and a connection parameter set; the geometric parameter set includes a first geometric parameter and a second geometric parameter; the material property set includes a first material property and a second material property; the connection parameter set includes connection parameters between the steel structure and the precast concrete panel;

[0123] Wherein, the geometric parameter set is expressed as:

[0124] G0={L b0 , W b0 , H b0 , L c0 , W c0 , H c0 , L s0 , W s0 , H s0}, where G0 is the geometric parameter set, L b0 is the length of the steel beam in the steel frame, W b0 is the width of the steel beam in the steel frame, H b0 is the height of the steel beam in the steel frame, L c0 is the length of the steel column in the steel frame, W c0 is the width of the steel column in the steel frame, H c0 is the height of the steel column in the steel frame, L s0 is the length of the precast concrete slab, W s0 is the width of the precast concrete slab, H s0 is the thickness of the precast concrete slab;

[0125] The material property set is expressed as: Among them, M0 is the material property set, E steel，0 is the elastic modulus of the steel beams and columns in the steel frame, is the yield strength of steel beams and columns in the steel frame, ω steel，0 is the ultimate strength of steel beams and columns in the steel frame, E concrete，0 is the elastic modulus of the concrete precast panel, v concrete，0 is the Poisson's ratio of the precast concrete slab;

[0126] The connection parameter set is expressed as: C0 = {k contact，0 , μ friction，0}, where C0 is the set of connection parameters, k contact，0 is the contact stiffness, μ friction，0 is the friction coefficient.

[0127] In one embodiment, the analysis module 530 includes:

[0128] The static load response of the steel frame and the precast concrete panel under the static load is calculated by using a finite element analysis solver when the static load is applied; wherein the static load response includes stress, strain and displacement under the static load; wherein applying the static load includes: applying a vertical downward concentrated force at the central node of the precast concrete panel and applying a uniformly distributed force on the top beam of the steel frame;

[0129] The dynamic load response of the steel frame and the precast concrete panel under the dynamic load is calculated by using a finite element analysis solver when the dynamic load is applied; wherein the dynamic load response includes: stress, strain and displacement under the dynamic load; wherein the dynamic load application includes: applying an earthquake load to the bottom node of the steel frame and applying a periodically changing wind load to the side of the steel frame;

[0130] The seismic load is expressed by the formula: D(t)=ζ·a(t); wherein D(t) is the seismic load borne by the bottom node of the steel frame at time t, ζ is the mass matrix, and a(t) is the acceleration value of the earthquake at time t; the wind load is expressed by the formula: F(t)=F0sin(ωt), wherein F(t) is the wind load borne by the side of the steel frame at time t, F0 is the amplitude of the wind load, ω is the angular frequency of the wind load, and t is time.

[0131] In one embodiment, the formula for calculating the static load response of the steel frame and the precast concrete panel under the static load when the static load is applied by using the finite element analysis solver is expressed as:

[0132] {σ static ,∈ static , Ustatic}=FEM_Solver(G0,M0,C0,F static ), where σ static is the static stress, which means the stress distribution inside the structure under the static load, ∈ static is the static strain, which indicates the degree of deformation inside the structure under static load, U static is the static displacement, which means the displacement distribution of the structure under the static load. FEM_Solver is the finite element analysis solver, which is used to calculate stress, strain and displacement. static is a static load, which represents a constant force applied to the structure;

[0133] When the finite element analysis solver is used to calculate the dynamic load, the dynamic load response of the steel frame and the precast concrete panel under the dynamic load is expressed as follows:

[0134] {σ dynamic (t),∈ dynamic (t), U dynamic (t)}=FEM_Solver[G0, M0, C0, F dynamic (t)], where σ dynamic (t) is the dynamic stress, which means the stress distribution of the structure changing with time under the dynamic load, ∈ dynamic (t) is the dynamic strain, which indicates the deformation degree of the structure changing with time under the action of dynamic load, U dynamic (t) is the dynamic displacement, which means the displacement distribution of the structure changing with time under the action of dynamic load, F dynamic (t) is the dynamic load, which represents the force that changes with time; FEM_Solver is the finite element analysis solver.

[0135] In one embodiment, each of the current parameter combinations is represented as: φ , M γ , C η}; Among them, G φ is the set of φ-th geometric parameters, M γ is the set of material properties of the γth type, C η is the set of nth connection parameters, φ is the index of the set of geometric parameters, γ is the index of the set of material properties, η is the index of the set of connection parameters, φ=1, 2, ..., R, R is the number of sets of geometric parameters, γ=1, 2, ..., T, T is the number of sets of material properties, η=1, 2, ..., Q, Q is the number of sets of connection parameters;

[0136] Each current parameter combination and the corresponding dynamic load response and static load response are expressed as: The static load response is expressed as: in, To use the φth geometric parameters, γth material properties and ηth connection parameters, under the static load F static The static stress calculated under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the static load F static Under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the static load F static The calculated static displacement under the action of

[0137] The dynamic load response is expressed as:

[0138] in, To use the φth geometric parameters, γth material properties and ηth connection parameters, under the dynamic load F dynamic The dynamic stress changing with time t under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the dynamic load F dynamic The dynamic strain changing with time t under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the dynamic load F dynamic The dynamic displacement changing with time t under the action of .

[0139] In one embodiment, the static load response and the dynamic load response represent the load-bearing capacity; accordingly, the parameter changing module 540 includes:

[0140] The maximum bearing capacity determination unit is used to select the maximum response value from each static load response and each dynamic load response as the maximum bearing capacity for each current parameter combination corresponding to each iteration process, and the dynamic load response and static load response corresponding to each current parameter combination; wherein the maximum bearing capacity is expressed as: in, is the maximum bearing capacity of the combination of the φth geometric parameter, the γth material property and the ηth connection parameter, is the value for a specific combination (φ,γ,η) under a given dynamic load F dynamic (t), the maximum dynamic stress at all times t, For static stress and the maximum value of dynamic stress Select the maximum value as the maximum bearing capacity

[0141] The optimal parameter combination determining unit is used to determine the optimal parameter combination corresponding to the maximum bearing capacity; wherein the optimal parameter combination is expressed as: Among them, (G*, M*, C*) is the bearing capacity The largest combination of the optimal set of geometric parameters, material properties and connection parameters. G* is the set of optimal geometric parameters, M* is the set of optimal material properties, C* is the combination of optimal connection parameters, and argmax is the parameter selected that leads to the maximum value of the maximum bearing capacity.

[0142] In one embodiment, the parameter optimization module 550 includes:

[0143] The distribution diagram forming unit is used to calculate the stress distribution of the steel frame-concrete precast panel under static load and dynamic load according to the finite element analysis solver and the optimal parameter combination, and generate a stress distribution cloud diagram; wherein the calculation formula of the stress distribution is expressed as follows: Static load: Dynamic load: in, This is the static stress distribution result obtained after finite element analysis using the optimal parameter combination. The dynamic stress distribution results obtained after finite element analysis using the optimal parameter combination;

[0144] The optimization unit is used to mark the stress concentration area and the stress weak area from the stress distribution cloud map, and optimize the parameters of the stress concentration area and the stress weak area respectively.

[0145] The numerical optimization device considering the bearing capacity of steel frames and precast concrete panels provided in an embodiment of the present invention can execute the numerical optimization method considering the bearing capacity of steel frames and precast concrete panels provided in any embodiment of the present invention, and has the corresponding functional modules and beneficial effects of the execution method.

[0146] In one embodiment, Figure 6 A schematic diagram of the structure of an electronic device provided for implementing an embodiment of the present invention. The electronic device 10 is intended to represent various forms of digital computers, such as laptop computers, desktop computers, workstations, personal digital assistants, servers, blade servers, mainframe computers, and other suitable computers. The electronic device may also represent various forms of mobile devices, such as personal digital processing, cellular phones, smart phones, wearable devices (such as helmets, glasses, watches, etc.) and other similar computing devices. The components shown herein, their connections and relationships, and their functions are merely examples and are not intended to limit the implementation of the present invention described and / or required herein.

[0147] like Figure 6As shown, the electronic device 10 includes at least one processor 11, and a memory connected to the at least one processor 11, such as a read-only memory (ROM) 12, a random access memory (RAM) 13, etc., wherein the memory stores a computer program that can be executed by at least one processor, and the processor 11 can perform various appropriate actions and processes according to the computer program stored in the read-only memory (ROM) 12 or the computer program loaded from the storage unit 18 to the random access memory (RAM) 13. In the RAM 13, various programs and data required for the operation of the electronic device 10 can also be stored. The processor 11, the ROM 12, and the RAM 13 are connected to each other through a bus 14. An input / output (I / O) interface 15 is also connected to the bus 14.

[0148] A number of components in the electronic device 10 are connected to the I / O interface 15, including: an input unit 16, such as a keyboard, a mouse, etc.; an output unit 17, such as various types of displays, speakers, etc.; a storage unit 18, such as a disk, an optical disk, etc.; and a communication unit 19, such as a network card, a modem, a wireless communication transceiver, etc. The communication unit 19 allows the electronic device 10 to exchange information / data with other devices through a computer network such as the Internet and / or various telecommunication networks.

[0149] The processor 11 may be a variety of general and / or special processing components with processing and computing capabilities. Some examples of the processor 11 include, but are not limited to, a central processing unit (CPU), a graphics processing unit (GPU), various dedicated artificial intelligence (AI) computing chips, various processors running machine learning model algorithms, a digital signal processor (DSP), and any appropriate processor, controller, microcontroller, etc. The processor 11 executes the various methods and processes described above, such as a numerical optimization method considering the bearing capacity of steel frames and precast concrete panels.

[0150] In some embodiments, the numerical optimization method considering the bearing capacity of the steel frame and the precast concrete panel can be implemented as a computer program, which is tangibly contained in a computer-readable storage medium, such as a storage unit 18. In some embodiments, part or all of the computer program can be loaded and / or installed on the electronic device 10 via the ROM 12 and / or the communication unit 19. When the computer program is loaded into the RAM 13 and executed by the processor 11, one or more steps of the numerical optimization method considering the bearing capacity of the steel frame and the precast concrete panel described above can be performed. Alternatively, in other embodiments, the processor 11 can be configured to execute the numerical optimization method considering the bearing capacity of the steel frame and the precast concrete panel by any other appropriate means (for example, by means of firmware).

[0151] Various implementations of the systems and techniques described above herein can be implemented in digital electronic circuit systems, integrated circuit systems, field programmable gate arrays (FPGAs), application specific integrated circuits (ASICs), application specific standard products (ASSPs), systems on chips (SOCs), load programmable logic devices (CPLDs), computer hardware, firmware, software, and / or combinations thereof. These various implementations can include: being implemented in one or more computer programs that can be executed and / or interpreted on a programmable system including at least one programmable processor, which can be a special purpose or general purpose programmable processor that can receive data and instructions from a storage system, at least one input device, and at least one output device, and transmit data and instructions to the storage system, the at least one input device, and the at least one output device.

[0152] Computer programs for implementing the methods of the present invention may be written in any combination of one or more programming languages. These computer programs may be provided to a processor of a general-purpose computer, a special-purpose computer, or other programmable data processing device, so that when the computer program is executed by the processor, the functions / operations specified in the flow chart and / or block diagram are implemented. The computer program may be executed entirely on the machine, partially on the machine, partially on the machine and partially on a remote machine as a stand-alone software package, or entirely on a remote machine or server.

[0153] In the context of the present invention, a computer-readable storage medium may be a tangible medium that may contain or store a computer program for use by or in combination with an instruction execution system, device or equipment. A computer-readable storage medium may include, but is not limited to, electronic, magnetic, optical, electromagnetic, infrared, or semiconductor systems, devices or equipment, or any suitable combination of the foregoing. Alternatively, a computer-readable storage medium may be a machine-readable signal medium. A more specific example of a machine-readable storage medium may include an electrical connection based on one or more lines, a portable computer disk, a hard disk, a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the foregoing.

[0154] To provide interaction with a user, the systems and techniques described herein may be implemented on an electronic device having: a display device (e.g., a CRT (cathode ray tube) or LCD (liquid crystal display) monitor) for displaying information to the user; and a keyboard and a pointing device (e.g., a mouse or trackball) through which the user can provide input to the electronic device. Other types of devices may also be used to provide interaction with the user; for example, the feedback provided to the user may be any form of sensory feedback (e.g., visual feedback, auditory feedback, or tactile feedback); and input from the user may be received in any form (including acoustic input, voice input, or tactile input).

[0155] The systems and techniques described herein may be implemented in a computing system that includes backend components (e.g., as a data server), or a computing system that includes middleware components (e.g., an application server), or a computing system that includes frontend components (e.g., a user computer with a graphical user interface or a web browser through which a user can interact with implementations of the systems and techniques described herein), or a computing system that includes any combination of such backend components, middleware components, or frontend components. The components of the system may be interconnected by any form or medium of digital data communication (e.g., a communication network). Examples of communication networks include: a local area network (LAN), a wide area network (WAN), a blockchain network, and the Internet.

[0156] A computing system may include a client and a server. The client and the server are generally remote from each other and usually interact through a communication network. The client and server relationship is generated by computer programs running on the corresponding computers and having a client-server relationship with each other. The server may be a cloud server, also known as a cloud computing server or cloud host, which is a host product in the cloud computing service system to solve the defects of difficult management and weak business scalability in traditional physical hosts and VPS services.

[0157] It should be understood that the various forms of processes shown above can be used to reorder, add or delete steps. For example, the steps described in the present invention can be executed in parallel, sequentially or in different orders, as long as the desired results of the technical solution of the present invention can be achieved, and this document does not limit this.

[0158] The above specific implementations do not constitute a limitation on the protection scope of the present invention. It should be understood by those skilled in the art that various modifications, combinations, sub-combinations and substitutions can be made according to design requirements and other factors. Any modification, equivalent substitution and improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. A numerical optimization method considering the bearing capacity of steel frame and precast concrete slab, characterized in that: include: Collecting first parameter information of the steel structure, second parameter information of the precast concrete panel, and connection parameters between the steel structure and the precast concrete panel to form an initial parameter combination, and using the initial parameter combination as the current parameter combination; wherein the first parameter information includes a first geometric parameter and a first material property; and the second parameter information includes a second geometric parameter and a second material property; Constructing a geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination, and performing finite element mesh division on the geometric model to obtain a target geometric model after division; For the target geometric model, construct a finite element model corresponding to the bearing capacity of the steel structure and the precast concrete panel based on the first material property, the second material property and the connection parameter, and perform static load analysis and dynamic load analysis on the finite element model to obtain corresponding static load response and dynamic load response; The first parameter information, the second parameter information and the connection parameter in the current parameter combination are changed to form a next parameter combination, the next parameter combination is used as the current parameter combination, and the step of constructing the geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination is returned to iteratively regenerate the corresponding dynamic load response and static load response until the preset requirements are met, and the current parameter combination corresponding to each round of iteration and the dynamic load response and static load response corresponding to each current parameter combination are output, and the optimal parameter combination is selected from each current parameter combination; The stress distribution cloud diagrams corresponding to the steel frame and the precast concrete panels are determined based on the optimal parameter combination, and parameters of stress concentration and weak areas are optimized according to the stress distribution cloud diagrams.

2. The method according to claim 1, characterized in that The first geometric parameters include: the length, width and height of the steel beams and steel columns in the steel frame respectively; the first material properties include: the elastic modulus, yield strength and ultimate strength of the steel beams and steel columns in the steel frame; the second geometric parameters include: the length, width and thickness of the precast concrete panels; the second material properties include: the elastic modulus and Poisson's ratio of concrete; the connection parameters include: the contact stiffness and friction coefficient between the steel frame and the precast concrete panels.

3. The method according to claim 1, characterized in that The step of constructing a geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination includes: Creating geometric bodies of steel beams and steel columns in the steel frame by using a finite element software modeling tool, combining the lengths, widths and heights corresponding to the steel beams and steel columns in the steel frame according to a preset installation position and a preset connection method, to form a first geometric model of the steel frame; Creating a geometric body of the precast concrete panel by using the finite element software modeling tool, and forming a second geometric model according to the length, width and thickness of the precast concrete panel; The geometric model of the complete steel structure and the precast concrete panel is determined according to the second geometric model and the first geometric model.

4. The method according to claim 1, characterized in that: The step of performing finite element mesh division on the geometric model to obtain a divided target geometric model includes: For the geometric bodies of the steel beams and steel columns in the steel frame, the steel beams and steel columns are divided into at least two grid units according to the geometric dimensions, preset grid precision and preset grid size corresponding to the steel beams and steel columns respectively; For the precast concrete slab, a stress concentration region corresponding to the precast concrete slab is selected, the stress concentration region is finely meshed according to a preset mesh size and a preset mesh density, and other regions except the stress concentration region are coarsely meshed; The meshed geometric model is used as the target geometric model.

5. The method according to claim 1, characterized in that: The constructing a finite element model corresponding to the bearing capacity of the steel structure and the precast concrete panel based on the first material property, the second material property and the connection parameter includes: In response to a click operation on a first material property window in the finite element software, elastic modulus, yield strength and ultimate strength corresponding to the steel beams and steel columns in the steel frame are assigned to the steel beams and steel columns; In response to a click operation on a second material property window in the finite element software, assigning the elastic modulus and Poisson's ratio of the precast concrete panel to the precast concrete panel; In response to a click operation on the contact area between the steel frame and the precast concrete panel, assigning a contact stiffness and a friction coefficient between the steel frame and the precast concrete panel to the contact area to generate a finite element model; Wherein, corresponding constraint nodes are added in the finite element model according to the actual working conditions, and the constraint conditions corresponding to the constraint nodes are expressed by the formula: In the formula, u x = 0 means limiting the displacement of the finite element model in the x direction in the horizontal plane; u y =0 indicates that the displacement of the finite element model in the y direction within the horizontal plane is limited; u z =0 indicates that the displacement of the finite element model in the vertical z direction is limited.

6. The method according to claim 1, characterized in that The initial parameter set includes: a geometric parameter set, a material property set, and a connection parameter set; the geometric parameter set includes a first geometric parameter and a second geometric parameter; the material property set includes a first material property and a second material property; the connection parameter set includes connection parameters between the steel frame and the precast concrete panel; The geometric parameter set is represented as: G0 = {L b0 , W b0 , H b0 , L c0 , W c0 , H c0 , L s0 , W s0 , H s0 }, where G0 is the geometric parameter set, L b0 is the length of the steel beam in the steel frame, W b0 is the width of the steel beam in the steel frame, H b0 is the height of the steel beam in the steel frame, L c0 is the length of the steel column in the steel frame, W c0 is the width of the steel column in the steel frame, H c0 is the height of the steel column in the steel frame, L s0 is the length of the precast concrete slab, W s0 is the width of the precast concrete slab, H s0 is the thickness of the precast concrete slab; The material property set is expressed as: Among them, M0 is the material property set, E steel，0 is the elastic modulus of the steel beams and columns in the steel frame, is the yield strength of steel beams and columns in the steel frame, ω steel，0 is the ultimate strength of steel beams and columns in the steel frame, E concrete，0 is the elastic modulus of the concrete precast panel, v concrete，0 is the Poisson’s ratio of the precast concrete slab; The connection parameter set is expressed as: C0 = {k contact，0 , μ friction，0 }, where C0 is the set of connection parameters, k contact，0 is the contact stiffness, μ friction，0 is the friction coefficient.

7. The method according to claim 6, characterized in that The performing of static load analysis and dynamic load analysis on the finite element model to obtain corresponding static load responses and dynamic load responses includes: The static load response of the steel frame and the precast concrete panel under the static load is calculated by using a finite element analysis solver when the static load is applied; wherein the static load response includes stress, strain and displacement under the static load; wherein applying the static load includes: applying a vertical downward concentrated force at the central node of the precast concrete panel and applying a uniformly distributed force on the top beam of the steel frame; The dynamic load response of the steel frame and the precast concrete panel under the dynamic load is calculated by using a finite element analysis solver when the dynamic load is applied; wherein the dynamic load response includes: stress, strain and displacement under the dynamic load; wherein the dynamic load application includes: applying an earthquake load to the bottom node of the steel frame and applying a periodically changing wind load to the side of the steel frame; The seismic load is expressed by the formula: D(t)=ζ·a(t); wherein D(t) is the seismic load borne by the bottom node of the steel frame at time t, ζ is the mass matrix, and a(t) is the acceleration value of the earthquake at time t; the wind load is expressed by the formula: F(t)=F0sin(ωt), wherein F(t) is the wind load borne by the side of the steel frame at time t, F0 is the amplitude of the wind load, ω is the angular frequency of the wind load, and t is time.

8. The method according to claim 7, characterized in that The formula for calculating the static load response of the steel frame and the precast concrete panel under static load when the static load is applied by the finite element analysis solver is expressed as: {σ static ,∈ static , U static }=FEM_Solver(G0,M0,C0,F static ), where σ static is the static stress, which means the stress distribution inside the structure under the static load, ∈ static is the static strain, which indicates the degree of deformation inside the structure under static load, U static is the static displacement, which means the displacement distribution of the structure under the static load. FEM_Solver is the finite element analysis solver, which is used to calculate stress, strain and displacement. static is a static load, which represents a constant force applied to the structure; When the finite element analysis solver is used to calculate the dynamic load, the dynamic load response of the steel frame and the precast concrete panel under the dynamic load is expressed as follows: dynamic (t),∈ dynamic (t), U dynamic (t)}=FEM_Solver[G0, M0, C0, F dynamic (t)], where σ dynamic (t) is the dynamic stress, which means the stress distribution of the structure changing with time under the dynamic load, ∈ dynamic (t) is the dynamic strain, which indicates the deformation degree of the structure changing with time under the action of dynamic load, U dynamic (t) is the dynamic displacement, which means the displacement distribution of the structure changing with time under the action of dynamic load, F dynamic (t) is the dynamic load, which represents the force that changes with time; FEM_Solver is the finite element analysis solver.

9. The method according to claim 1, characterized in that: Each current parameter combination is expressed as: {G φ , M γ , C η }; Among them, G φ is the set of φ-th geometric parameters, M γ is the set of material properties of the γth type, C η is the set of nth connection parameters, φ is the index of the set of geometric parameters, γ is the index of the set of material properties, η is the index of the set of connection parameters, φ=1,2,...,R, R is the number of sets of geometric parameters, γ=1,2,...,T, T is the number of sets of material properties, η=1,2,...,Q, Q is the number of sets of connection parameters; Each current parameter combination and the corresponding dynamic load response and static load response are expressed as: The static load response is expressed as: in, To use the φth geometric parameters, γth material properties and ηth connection parameters, under the static load F static The static stress calculated under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the static load F static Under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the static load F static The calculated static displacement under the action of The dynamic load response is expressed as: in, To use the φth geometric parameters, γth material properties and ηth connection parameters, under the dynamic load F dynamic The dynamic stress changing with time t under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the dynamic load F dynamic The dynamic strain changing with time t under the action of To use the φth geometric parameters, γth material properties and ηth connection parameters, under the dynamic load F dynamic The dynamic displacement changing with time t under the action of .

10. The method according to claim 9, characterized in that The static load response and the dynamic load response represent the load-bearing capacity; Accordingly, the selecting the optimal parameter combination from each of the current parameter combinations includes: For the current parameter combinations corresponding to each round of iteration, and the dynamic load responses and static load responses corresponding to each current parameter combination, the maximum response value is selected from each static load response and each dynamic load response as the maximum bearing capacity; wherein the maximum bearing capacity is expressed as: in, is the maximum bearing capacity of the combination of the φth geometric parameter, the γth material property and the ηth connection parameter, is the value for a specific combination (φ,γ,η) under a given dynamic load F dynamic (t), the maximum dynamic stress at all times t, For static stress and the maximum value of dynamic stress Select the maximum value as the maximum bearing capacity Determine the optimal parameter combination corresponding to the maximum bearing capacity; wherein the optimal parameter combination is expressed as: Among them, (G*, M*, C*) is the bearing capacity The largest combination of the optimal set of geometric parameters, material properties and connection parameters. G* is the set of optimal geometric parameters, M* is the set of optimal material properties, C* is the combination of optimal connection parameters, and argmax is the parameter selected that leads to the maximum value of the maximum bearing capacity.

11. The method according to claim 1, characterized in that Determining the stress distribution cloud map corresponding to the steel frame and the precast concrete panel based on the optimal parameter combination, and optimizing the parameters of the stress concentration and weak areas according to the stress distribution cloud map, includes: The stress distribution of the steel frame-concrete precast panel under static load and dynamic load is calculated based on the finite element analysis solver and the optimal parameter combination, and a stress distribution cloud diagram is generated; wherein the calculation formula of the stress distribution is expressed as follows: Static load: Dynamic load: in, This is the static stress distribution result obtained after finite element analysis using the optimal parameter combination. The dynamic stress distribution results obtained after finite element analysis using the optimal parameter combination; The stress concentration area and the stress weak area are marked from the stress distribution cloud map, and parameters of the stress concentration area and the stress weak area are optimized respectively.

12. A numerical optimization device considering the bearing capacity of steel frame and concrete precast panel, characterized in that: include: A parameter acquisition module, used to collect first parameter information of the steel structure, second parameter information of the precast concrete panel, and connection parameters between the steel structure and the precast concrete panel to form an initial parameter combination, and use the initial parameter combination as the current parameter combination; wherein the first parameter information includes a first geometric parameter and a first material property; and the second parameter information includes a second geometric parameter and a second material property; A geometric model building module, used to build a geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination, and perform finite element mesh division on the geometric model to obtain a target geometric model after division; an analysis module, for constructing a finite element model corresponding to the bearing capacity of the steel structure and the precast concrete panel based on the first material property, the second material property and the connection parameter for the target geometric model, and performing static load analysis and dynamic load analysis on the finite element model to obtain corresponding static load response and dynamic load response; A parameter changing module, used for changing the first parameter information, the second parameter information and the connection parameter in the current parameter combination and forming a next parameter combination, taking the next parameter combination as the current parameter combination, returning to the step of constructing the geometric model corresponding to the steel structure and the precast concrete panel based on the first parameter information and the second parameter information in the current parameter combination, so as to iteratively regenerate the corresponding dynamic load response and static load response until the preset requirements are met, outputting the current parameter combination corresponding to each round of iteration, and the dynamic load response and static load response corresponding to each current parameter combination, and selecting the optimal parameter combination from each current parameter combination; The parameter optimization module is used to determine the stress distribution cloud map corresponding to the steel frame and the concrete precast panel based on the optimal parameter combination, and optimize the parameters of the stress concentration and weak areas according to the stress distribution cloud map.

13. An electronic device, characterized in that: The electronic device comprises: at least one processor; and a memory communicatively connected to the at least one processor; wherein, The memory stores a computer program executable by the at least one processor, and the computer program is executed by the at least one processor so that the at least one processor can execute the numerical optimization method considering the bearing capacity of steel frames and precast concrete panels as described in any one of claims 1-11.

14. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores computer instructions, and the computer instructions are used to enable a processor to implement the numerical optimization method considering the bearing capacity of steel frames and precast concrete panels according to any one of claims 1 to 11 when executed.

15. A computer program product, characterized in that The computer program product comprises a computer program, which, when executed by a processor, implements a numerical optimization method considering the bearing capacity of a steel frame and a precast concrete panel according to any one of claims 1 to 11.

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