Design simulation method and system for steel bent column and beam section of shipyard

Abstract

The invention relates to the technical field of section design, and discloses a shipyard steel bent frame column and beam section design simulation method and system. The method comprises the following steps: classifying and storing the historical data of the shipyard steel bent, establishing an experience library and extracting initial section parameters; inputting a parametric modeling system to generate a geometric model and a load condition; obtaining an internal force envelope value based on finite element analysis; obtaining a stress ratio and a displacement ratio according to standard combination and checking calculation; using an NSGA-II algorithm to optimize section parameters; and modeling and marking based on an optimization result, and generating a structure optimization scheme and a design drawing. The problems that in the prior art, preliminary section type selection of a steel bent frame structure lacks system optimization, a large amount of manual adjustment is needed in the design process, the overall design efficiency is low, and the material utilization rate is low are effectively solved, and automatic, refined and multi-target comprehensive optimization of steel bent frame column and beam section design is achieved.

Description

TECHNICAL FIELD

[0001] The application relates to the technical field of cross-section design, in particular to a shipyard steel bent frame column and beam cross-section design simulation method and system. BACKGROUND

[0002] The existing shipyard building generally adopts a steel structure bent frame system as the main load-bearing framework, and the design method mainly relies on the experience or previous cases of engineering design personnel to preliminarily select the cross-section, and then the model is established and the stress analysis is carried out through the conventional structure analysis software such as PKPM, SAP2000 or STAAD.Pro. In the design process, the component checking is usually carried out according to the national standards such as "Steel Structure Design Standard" (GB50017-2017) and "Building Seismic Design Standard" (GB50011-2010). Since the shipyard is located in the river and coastal areas, the wind load is large, and large bridge cranes are installed inside, which puts forward very high requirements for the structural strength and stability, so the cross-sectional size and plate thickness of the bent frame column and the main beam are generally large, and the structure design not only needs to consider the vertical load, but also needs to comprehensively analyze the crane dynamic load, wind load and seismic load under multiple complex working conditions. However, the existing design method relies heavily on manual input and manual adjustment in the modeling process, the load arrangement usually only considers a small number of typical working conditions, the finite element analysis accuracy is affected by the simplification assumption, and the preliminary cross-section selection is mainly based on experience, lacking of systematic optimization means, so that the overall design process is time-consuming and lacks of refinement, and the design result has the problem of large safety margin or material waste.

[0003] At present, the bent frame structure modeling is still mainly manual modeling, the structure layout adjustment and load application process are tedious, the efficiency is low, and the probability of human error is high; secondly, the historical design data cannot be effectively summarized and utilized, lacking of systematic engineering experience database support, so that the new project design process almost needs to be calculated from scratch every time, resulting in that the preliminary cross-section determination lacks of data support, and it is easy to appear the problems of initial selection being too large or too small; thirdly, the existing analysis method is mainly single-target design, that is, it is calculated to be qualified as long as the strength or displacement requirement is met, lacking of the ability of multi-target optimization from the comprehensive indexes such as weight and surface area, and it is difficult to consider economy and safety at the same time; fourthly, the optimization iteration process does not form an automatic closed loop, and the designer still needs to manually adjust the cross-section repeatedly, which is time-consuming and low in efficiency. In summary, the existing technology lacks of efficient automatic, intelligent and systematic simulation optimization method in the design of the shipyard steel bent frame column and beam cross-section, and it is difficult to meet the design requirements of large and complex shipyard structure with high standards and high efficiency. SUMMARY

[0004] The application provides a shipyard steel truss column and beam section design simulation method and system, which effectively solves the problems of lack of systematic optimization in initial section selection of steel truss structure, large amount of manual adjustment in design process, low overall design efficiency and low material utilization rate in the prior art, and realizes automation, refinement and multi-objective comprehensive optimization of steel truss column and beam section design.

[0005] In a first aspect, the application provides a shipyard steel truss column and beam section design simulation method, which comprises: classifying and storing historical design data of a shipyard steel truss to obtain an engineering experience library and initial column and beam section parameters; inputting the initial column and beam section parameters into a parameterized modeling system to build a geometric model and define load working conditions, to obtain a steel truss calculation model and load data; performing finite element analysis based on the steel truss calculation model and load data to obtain single-working-condition internal force calculation results and internal force envelope values; performing standard internal force combination and component checking based on the single-working-condition internal force calculation results and internal force envelope values to obtain component stress ratio and displacement ratio data; applying NSGA-II non-dominated sorting genetic algorithm to the component stress ratio and displacement ratio data for multi-objective optimization to obtain optimized column and beam section parameters; and performing three-dimensional solid modeling and performance index labeling based on the optimized column and beam section parameters to obtain structure optimization scheme visualization results and design drawings.

[0006] In a second aspect, the application provides a shipyard steel truss column and beam section design simulation system, which comprises: A storage module for classifying and storing historical design data of a shipyard steel truss to obtain an engineering experience library and initial column and beam section parameters; An input module for inputting the initial column and beam section parameters into a parameterized modeling system to build a geometric model and define load working conditions, to obtain a steel truss calculation model and load data; A processing module for performing finite element analysis based on the steel truss calculation model and load data to obtain single-working-condition internal force calculation results and internal force envelope values; A checking module for performing standard internal force combination and component checking based on the single-working-condition internal force calculation results and internal force envelope values to obtain component stress ratio and displacement ratio data; An optimization module for applying NSGA-II non-dominated sorting genetic algorithm to the component stress ratio and displacement ratio data for multi-objective optimization to obtain optimized column and beam section parameters; A labeling module for performing three-dimensional solid modeling and performance index labeling based on the optimized column and beam section parameters to obtain structure optimization scheme visualization results and design drawings.

[0007] In a third aspect, a shipyard steel bent column and beam section design simulation device is provided, comprising: a memory and at least one processor, the memory having instructions stored therein; the at least one processor invoking the instructions in the memory to cause the shipyard steel bent column and beam section design simulation device to perform the shipyard steel bent column and beam section design simulation method described above.

[0008] In a fourth aspect, a computer readable storage medium is provided, the computer readable storage medium having instructions stored therein, which, when executed on a computer, cause the computer to perform the shipyard steel bent column and beam section design simulation method described above.

[0009] The technical scheme provided in the application introduces extraction of initial section parameters from an engineering experience library, realizes parametric modeling and automatic generation of load cases based on a Rhino / Grasshopper platform, converts to ANSYS for finite element static analysis by applying APDL language, performs internal force combination and member checking according to the specification, and finally performs section multi-objective optimization by using the NSGA-II non-dominant sorting genetic algorithm, thereby forming a complete automatic and refined steel bent frame section design technical system, which has significant practical application value and technical upgrading effect. By performing multi-dimensional classification storage on historical design data of the steel bent frame of the shipyard and establishing an efficient experience library index mechanism, the determination of the preliminary section parameters of a new project is accelerated, and the rationality and standardization of the initial selection parameters are ensured by using a weighted similarity matching algorithm, thereby significantly reducing the risk of errors caused by reliance on artificial experience in the early stage of design; parametric modeling and load case definition are performed in Rhino / Grasshopper, which not only improves the modeling efficiency and ensures the consistency of model data, but also fully covers complex and variable load action conditions by programmatically automatically generating various live load unfavorable arrangements and crane load position combinations, thereby greatly improving the rigor and comprehensiveness of structural calculation; the APDL language is standardized to output to the ANSYS finite element analysis software, which can accurately control the definition of nodes, elements, loads and boundary conditions, thereby ensuring the high consistency between the finite element model and the real engineering structure and providing a solid data foundation for subsequent structural performance analysis; in the specification checking stage, the internal force combination, stress ratio and displacement ratio are calculated strictly according to the national standard, which not only realizes the systematic checking of structural strength and deformation performance, but also provides detailed checking basis for subsequent section optimization; in particular, in the multi-objective optimization stage, the NSGA-II non-dominant sorting genetic algorithm is applied, the double-objective function of minimizing the total weight of the structure and minimizing the surface area of the member is set, and the stress ratio, displacement ratio and slenderness ratio are combined as constraint conditions for iterative optimization, thereby effectively avoiding the performance deviation problem caused by relying on a single index (such as weight or strength) optimization in the traditional method, the introduction of the NSGA-II algorithm not only accelerates the selection speed of the optimal section parameters, but also ensures the diversity and balance of solutions in the solution space by using the non-dominant sorting and congestion degree maintenance mechanism, so that the final design result achieves a better comprehensive balance between structural safety, material economy and construction feasibility, thereby improving the design efficiency. BRIEF DESCRIPTION OF DRAWINGS

[0010] In order to more clearly illustrate the technical scheme of the embodiments of the application, the drawings required in the embodiment description will be briefly introduced. Obviously, the drawings in the following description are some embodiments of the application, and other drawings can be obtained by those skilled in the art without creative labor.

[0011] Figure 1 FIG. 1 is a schematic diagram of an embodiment of a design simulation method for a shipyard steel bent column and beam section in the embodiment of the application; Figure 2 FIG. 2 is a schematic diagram of an embodiment of a design simulation system for a shipyard steel bent column and beam section in the embodiment of the application; Figure 3 FIG. 3 is a structural schematic block diagram of a design simulation device for a shipyard steel bent column and beam section in the embodiment of the application. DETAILED DESCRIPTION

[0012] The embodiment of the application provides a design simulation method and system for a shipyard steel bent column and beam section. The terms "first", "second", "third", "fourth" and the like (if any) in the specification and claims of the application and the above-mentioned drawings are used to distinguish similar objects, and do not have to be used to describe a specific order or sequence. It should be understood that the data thus used can be interchanged under appropriate circumstances, so that the embodiments described herein can be implemented in an order other than that illustrated or described herein. In addition, the term "comprising" or "having" and any variation thereof is intended to cover non-exclusive inclusion, for example, a process, method, system, product or device including a series of steps or units does not have to be limited to those steps or units clearly listed, but can include other steps or units not clearly listed or inherent to these processes, methods, products or devices.

[0013] For the convenience of understanding, the specific process of the embodiment of the application is described below. Please refer to FIG. 1 Figure 1 An embodiment of the design simulation method for a shipyard steel bent column and beam section in the embodiment of the application includes the following steps. Step S101, performing classification storage processing on shipyard steel bent historical design data to obtain an engineering experience library and initial column and beam section parameters; Step S102, inputting the initial column and beam section parameters into a parameterized modeling system to perform geometric model construction and load case definition, to obtain a steel bent calculation model and load data; Step S103, performing finite element analysis processing based on the steel bent calculation model and the load data to obtain single-case internal force calculation results and internal force envelope values; Step S104, performing specification internal force combination and component checking processing according to the single-case internal force calculation results and the internal force envelope values to obtain component stress ratio and displacement ratio data; Step S105, applying NSGA-II non-dominated sorting genetic algorithm to the component stress ratio and displacement ratio data to perform multi-objective optimization processing to obtain optimized column and beam section parameters; Step S106, performing three-dimensional solid modeling and performance index labeling processing based on the optimized column and beam section parameters to obtain structure optimization scheme visualization results and design drawings.

[0014] It can be understood that the execution subject of the present application can be a shipyard steel rack column and beam section design simulation system, and can also be a terminal or a server, and the specific implementation is not limited here. The server is taken as an example for description in the embodiments of the present application.

[0015] Specifically, the historical design data of the shipyard steel rack is classified and stored to obtain an engineering experience library and initial column and beam section parameters. Specifically, the data recorded in the design projects of the shipyard in previous years, such as workshop type (such as heavy-duty workshop, medium-sized workshop), building height (such as 12 meters, 18 meters), span (such as 30 meters, 40 meters), crane lifting capacity (such as 50 tons, 100 tons) and the like, are classified in a multi-dimensional manner. The classification is stored in a structured database, and each data record is set with a label in different dimensions, for example, the index fields such as "workshop type = heavy-duty" and "span = 30 meters" are set to form an engineering experience library that can be quickly queried. In actual processing, for the basic parameters of a new project, such as workshop height of 18 meters, span of 40 meters, and crane lifting capacity of 100 tons, the most similar historical cases are first retrieved from the experience library by setting the index fields and querying. In order to ensure the relevance of the cases, a weighted similarity calculation method is used for screening, and the weight of each dimension (such as span weight 0.4, crane lifting capacity weight 0.4, and workshop type weight 0.2) is set. The comprehensive similarity score of each case and the current input is calculated, the case with the highest score is screened, and the column section (such as H400x200x8x12) and beam section (such as H500x200x10x16) parameters are extracted. In order to adapt to the latest specification (such as GB50017-2017), the section sizes also need to be adjusted according to the specification, for example, if the thickness of the experience value is less than the minimum requirement of the specification, the thickness is supplemented according to the specification requirement.

[0016] The initial column-beam cross-section parameters are input into the parametric modeling system to build the geometric model and define the load cases. In actual operation, using the Rhino / Grasshopper parametric modeling platform, first define the geometric control parameters, such as column spacing is set to 8 meters, bent height is 18 meters, beam span is 40 meters, and roof slope is set to 1 / 20. Assign the initial cross-section parameters extracted in step S101 to the corresponding components to generate a parametric geometric model containing cross-section information. At the same time, set the component connection relationship during modeling, such as rigid connection at the column foot and hinged connection at the beam-column joint. Based on the generated geometric model, set the load cases according to the design specifications, including dead load (such as roof self-weight 0.3 kN / m2), live load (such as maintenance live load 1.5 kN / m2), wind load (according to wind pressure 0.6 kN / m2), crane load (wheel pressure 50 kN), and seismic load (according to seismic intensity 7 degrees to calculate seismic action). Load definition not only inputs basic values, but also generates multiple load combination modes according to the load unfavorable arrangement principle, for example, full-span and half-span arrangements of live load, and combinations of crane wheel pressure at different span positions.

[0017] Based on the steel bent calculation model and load data, perform finite element analysis processing. Specifically, through APDL scripts, convert the node coordinates, element connection relationship, cross-section properties, etc. generated by Rhino / Grasshopper into model input files recognized by ANSYS, and use BEAM188 elements to discretize the overall structure model. Assign material properties to each beam column, such as elastic modulus 2.06x10^5 MPa, Poisson's ratio 0.3, and density 7.85 g / cm3. Set the boundary conditions, including column foot fixation and roof horizontal support connection. Then perform static analysis on each defined load case separately to calculate the internal force results (axial force N, bending moment M, shear force V) of each element in the structure under each load case. Based on the analysis results of each single case, extract the maximum axial force, maximum bending moment, and maximum shear force of each component under all load cases through programming to form internal force envelope value data, for example, under the action of wind load positive pressure, the maximum axial force of a column is 1200 kN, and under the action of crane offset, the maximum bending moment reaches 90 kNm.

[0018] After obtaining the internal force calculation results and internal force envelope values under single working conditions, the internal force combination and component checking process are performed according to the standard. First, the load combination rules are set according to the Steel Structure Design Standard (GB50017-2017), for example, the basic combination formula of dead load and live load is 1.2G + 1.4Q (where G is the dead load and Q is the live load). For each component, the individual internal force results of each load case are linearly superimposed according to the combination formula, for example: if the dead load axial force is 500 kN and the live load axial force is 300 kN, then the combined axial force = 1.2 x 500 + 1.4 x 300 = 1080 kN. Then, the internal force is combined to check the component, the column component is checked according to the axial compression and bending combination stress formula, the beam component is checked according to the bending strength and shear strength formula, and the stress ratio (actual stress / allowable stress) and displacement ratio (actual displacement / allowable displacement) of each component are calculated. For example, if the actual maximum bending moment of a beam is 200 kNm and the allowable bending moment is 220 kNm, the stress ratio = 200 / 220 = 0.909, which meets the standard requirements.

[0019] After completing the checking, the NSGA-II non-dominated sorting genetic algorithm is applied to the component stress ratio and displacement ratio data for multi-objective optimization processing. NSGA-II is a commonly used multi-objective optimization method, and in this scheme, the minimization of the total weight of the structure and the minimization of the surface area of the component are taken as optimization objectives. The optimization constraints include: the stress ratio should not exceed 0.95, the displacement ratio should not exceed 0.8, and the slenderness ratio of the component should not be greater than the standard limit. The height, width and thickness of the column and beam section are taken as design variables, and reasonable variation ranges are set, for example, the height varies between 400-600 mm and the thickness varies between 8-16 mm. First, each set of design variable parameters is encoded to generate a gene sequence, and an initial population is randomly generated. Each individual in the population of each generation needs to perform the modeling, load application, finite element analysis and component checking process in steps S102 to S104, calculate the corresponding objective function values (weight, surface area) and whether the constraints are met. New populations are generated through selection, crossover and mutation operations, and the non-dominated sorting is used to select the population, while the solution set diversity is preserved according to the crowding distance. After several generations of evolution, a set of Pareto optimal solutions is output. For example, after the 50th generation of evolution, a set of section parameters (column section H450 x 200 x 10 x 14, beam section H500 x 200 x 12 x 16) is found, which reduces the total weight by 12% and the surface area by 8%, and the stress ratio and displacement ratio meet the standard limit.

[0020] Based on the optimized column-beam section parameters, three-dimensional entity modeling and performance index labeling processing are carried out. In the Rhino modeling environment, the three-dimensional geometric model is re-established according to the optimized section size, and the specific size parameters of each component section are labeled, such as column section H450×200×10×14, indicating the flange width 200mm, the web height 450mm, the flange thickness 10mm, and the web thickness 14mm. The stress state of each component is visualized, and different colors are used according to the stress ratio interval, such as blue for 0.6-0.8, yellow for 0.8-0.9, and red for 0.9-1.0. The overall layout is generated, including column spacing, beam span, roof slope, etc. The node detail drawing draws the column foot node and beam-column connection node details, and the material specification and welding method are indicated in the component detail drawing. At the same time, the material statistics table is output to list the specifications, quantities and weight information of each component.

[0021] In the embodiments of the present application, by introducing the extraction of initial section parameters from the engineering experience library in the overall process, realizing parameterized modeling and automatic generation of load cases based on the Rhino / Grasshopper platform, applying APDL language conversion to ANSYS for finite element static analysis, performing internal force combination and member checking according to the specification, and finally performing section multi-objective optimization by NSGA-II non-dominated sorting genetic algorithm, a complete automatic and refined steel bent section design technical system is formed, which has significant practical application value and technical upgrading effect. Through multi-dimensional classification storage of the historical design data of the shipyard steel bent and establishment of an efficient experience library index mechanism, not only the determination of the preliminary section parameters of the new project is accelerated, but also the reasonableness and standardization of the initial selection parameters are ensured through the weighted similarity matching algorithm, significantly reducing the risk of errors caused by reliance on artificial experience at the initial stage of design; parameterized modeling and load case definition are performed in Rhino / Grasshopper, which not only improves the modeling efficiency and ensures the consistency of model data, but also fully covers the complex and variable load action conditions by programmatically automatically generating various live load unfavorable arrangements and crane load position combinations, greatly improving the rigor and comprehensiveness of structural calculation; through standardized output of APDL language to ANSYS finite element analysis software, the definition of nodes, elements, loads and boundary conditions can be accurately controlled, ensuring the high consistency between the finite element model and the real engineering structure, and providing a solid data foundation for subsequent structural performance analysis; in the specification checking stage, the internal force combination, stress ratio and displacement ratio calculation are strictly performed according to the national standards, not only realizing the systematic checking of structural strength and deformation performance, but also providing detailed checking basis for subsequent section optimization; especially in the multi-objective optimization stage, the NSGA-II non-dominated sorting genetic algorithm is applied, the double objective functions of minimizing the total weight and minimizing the surface area of the member are set, and the stress ratio, displacement ratio and slenderness ratio are combined as constraint conditions for iterative optimization, effectively avoiding the performance deviation problem caused by relying on a single index (such as weight or strength) optimization in traditional methods, the introduction of NSGA-II algorithm not only speeds up the selection speed of the optimal section parameters, but also ensures the diversity and balance of solutions in the solution space through the non-dominated sorting and crowding degree maintenance mechanism, so that the final design result achieves a better comprehensive balance between structural safety, material economy and construction feasibility, improving the design efficiency.

[0022] In a specific embodiment, the process of step S101 can specifically include the following steps: Classifying the shipyard buildings according to the workshop type, building height, span range and crane lifting capacity to obtain structured classification data; Establishing a multi-dimensional index relationship for the structured classification data to obtain an experience library structure that can be quickly retrieved; Input the design input parameters into the multi-dimensional parameter matching algorithm for historical case retrieval to obtain a similar case set; Apply a weighted similarity calculation method to the similar case set for sorting processing to obtain a historical case closest to the current design task; Extract the cross-section form, cross-section size and wall thickness parameters from the historical case closest to the current design task to obtain initial design parameters; Adaptively adjust the initial design parameters according to the current specification requirements to obtain initial column and beam cross-section parameters conforming to the current specification.

[0023] Specifically, the shipyard building data is classified and processed. Specifically, the historical accumulated steel truss design data is carefully divided according to four dimensions of workshop type, building height, span range and crane lifting capacity. The workshop type usually includes three categories of heavy workshop, medium workshop and light workshop, each of which represents different production operation requirements and load characteristics. The building height is generally divided into different intervals with 3 meters as a unit, for example, 12 meters to 15 meters as one interval and 15 meters to 18 meters as another interval. The span range is divided according to 10 meters or 5 meters as a step unit, for example, 30 meters to 35 meters as one interval and 35 meters to 40 meters as one interval. The crane lifting capacity is divided into intervals by tonnage, for example, 30 tons or less, 30 to 50 tons, 50 to 100 tons, and 100 tons or more. After the preliminary classification is completed, a multi-dimensional index relationship needs to be established. The four classification dimensions in each historical case record are stored as independent index fields in the database, and by setting a composite index, a data set meeting the requirements can be quickly locked with any one or more dimensions as a retrieval condition. Each historical case data includes basic parameter records such as workshop category, building height, span range and crane lifting capacity, and is also bound to corresponding column and beam cross-section form, cross-section size and plate thickness parameters, etc. This indexing method ensures that when the design conditions are input, no matter which dimension combination, the required case data set can be quickly located.

[0024] After the index structure is built, when a new design task is received, the basic design parameters of the current project need to be input, including the type of workshop, building height, span, and crane lifting capacity. These input parameters are directly used as query conditions to retrieve the experience database using multi-dimensional indexing, and a set of historical cases that meet or are close to the input conditions is preliminarily screened out. The screening criteria are not simply a complete match, but allow a certain tolerance range, for example, the building height is allowed to differ by no more than 1 meter, the span is allowed to differ by no more than 5%, and the crane lifting capacity is allowed to differ by no more than 10 tons. In this way, the number of cases retrieved can be ensured to be neither too few nor too wide to lose reference value. After a set of similar cases is preliminarily screened out, further similarity sorting processing is needed for these cases. The basic logic of similarity sorting is to calculate the difference between each case and the input design condition in each parameter dimension, and then to comprehensively sort according to the set weights. For example, the matching degree of the span is generally considered more important than the type of workshop, so the influence weight of the span difference will be higher in comprehensive sorting. Specifically, the span difference, building height difference, and crane lifting capacity difference of each historical case are compared with the input conditions, and the closer to the input conditions, the higher the comprehensive score of the case. After sorting, the single case with the highest score is selected as the reference template for the current design.

[0025] After the closest historical case is selected, the preliminary design parameters of the column and beam section are extracted from the case. The extraction content includes the section form, such as whether to use H-shaped steel or box section; the section size, such as the height and width of the section; and the plate thickness parameters, including the specific thickness of the flange plate and web. After extraction, these parameters are used as preliminary section parameters, but before direct application, adaptive adjustment according to the current design specification is needed.

[0026] The adaptive adjustment process involves a normative review and necessary correction of the extracted preliminary section parameters. It is necessary to check whether the extracted section size and plate thickness meet the basic requirements of the current standard, such as minimum thickness, local stability, etc., for example, the local buckling calculation of the compression flange part, and whether the web thickness meets the specification requirements for larger span or higher crane load working conditions. If there are non-compliance items, thickening or increasing the section height needs to be handled according to the specification requirements. Secondly, if the design input conditions have higher load requirements compared to the historical case, for example, the crane lifting capacity is increased by 20 tons, or the design seismic intensity is increased by one level, then the section size needs to be linearly enlarged according to the load growth ratio. For example, if the historical case is a span of 40 meters and a crane lifting capacity of 100 tons, and the current design is a span of 40 meters and a crane lifting capacity of 120 tons, then the section size needs to be increased by about 20% according to the load increase ratio, and the plate thickness needs to be re-determined, so as to ensure that the new preliminary design parameters can pass the strength and stability calculation in the subsequent finite element analysis.

[0027] In a specific embodiment, the process of performing step S102 can specifically include the following steps: Define the column spacing, column height, beam span and roof slope control parameters on the Rhino / Grasshopper platform to obtain the spatial layout of the steel bent frame; Map the initial column and beam section parameters to the spatial layout of the steel bent frame to obtain a parameterized geometric model with section information; Set the column foot and foundation connection, beam-column connection mode and roof support system connection relationship for the parameterized geometric model to obtain a complete connection relationship model; Calculate the cross-sectional area, moment of inertia, bending modulus and torsional modulus of each component based on the complete connection relationship model to obtain component mechanical parameters; Define the working conditions of the component mechanical parameters for dead load, live load, wind load, crane load and seismic load to obtain basic load working conditions; Apply the load unfavorable arrangement principle to the basic load working conditions to generate multiple load distribution modes and crane position combinations to obtain a steel bent frame calculation model and load data.

[0028] Specifically, the geometric control parameters of the shipyard steel bent frame are defined on the Rhino / Grasshopper platform, including column spacing, column height, beam span and roof slope. The column spacing refers to the horizontal centerline distance between two adjacent bent frame columns, which is usually set to 6 to 12 meters in shipyard building design, and is used to control the lateral dimension of the overall layout of the bent frame; the column height refers to the vertical distance from the top surface of the foundation to the roof ridge connection of the bent frame column top, which is generally closely related to the clearance height requirement of the workshop, such as the typical shipyard building which is usually set to 18 meters or 24 meters; the beam span is the horizontal distance between the centerlines of the left and right bent frame columns, which directly determines the length of the main beam of the roof truss structure, and usually varies between 30 meters and 50 meters; the roof slope is a parameter that controls the upward inclination angle of the two sides of the roof, which is usually set to 1 / 10 to 1 / 20 according to drainage needs. Through the parameterization definition function of Rhino / Grasshopper, these basic geometric parameters are input as variable nodes, and the control logic relationship is constructed, so that once the parameter values are adjusted, the overall geometric model can be automatically updated.

[0029] After defining the basic control parameters, the initial column and beam section parameters need to be mapped to the steel truss spatial layout to generate a parameterized geometric model with section attribute information. The initial column and beam section parameters come from the data screened from the experience library and corrected according to the specifications, including specific section types (such as H-shaped steel), section sizes (such as height-width ratio), and plate thickness data. In Rhino / Grasshopper, these section information is attached to the corresponding component line as an attribute, for example, the height, width, flange thickness, and web thickness of each column construction line are bound to the corresponding data. In this way, when performing section characteristic calculation later, the actual section size can be directly extracted and used for mechanical property analysis, rather than simply geometric representation. The connection relationship of the generated parameterized geometric model is set to ensure that the true stress characteristics of the structure are correctly reflected during simulation. There are usually two ways to set the connection between the column foot and the foundation, rigid connection or hinged connection, rigid connection means that the column foot node can bear bending moment and shear force, hinged connection means that only axial force and shear force can be transmitted. In the steel truss of the shipyard, according to the stress design requirements, the column foot rigid connection is often used in the area affected by the large crane load to increase the structural stability. The beam-column connection method is divided into rigid connection and hinged connection, and the beam-column connection node is usually set to rigid connection to ensure the lateral stiffness of the overall structure. The connection of the roof support system also needs to be defined, such as ridge support, transverse support, and longitudinal support, to ensure the overall spatial stability of the roof. These connection attributes are realized in Grasshopper through node connection logic and element attribute assignment, so that correct constraint conditions can be automatically generated when the finite element is discretized.

[0030] After setting the connection relationship, the section area, moment of inertia, bending modulus, and torsional modulus of each component need to be calculated based on the complete connection relationship model to obtain the basic mechanical parameters of the component. The specific method is to call the built-in or custom calculation module in Rhino / Grasshopper, and according to the section height-width size and plate thickness parameters of each component, the section mechanical properties are directly derived, such as the moment of inertia, which is an important indicator of the bending resistance of the component, and the section area, which directly affects the axial bearing capacity of the component. These data are the basic data for subsequent load calculation and finite element analysis, and need to be generated and dynamically updated with the model during the parameterized modeling process.

[0031] After having the complete geometric model and mechanical parameters, it is necessary to define the load cases of each component to form the basic load input data. Dead load includes the self-weight of the component, roof system load, purlin, crane rail and other fixed load. The self-weight of the component is usually calculated by multiplying the cross-sectional area by the material density, and then adding other constant additional loads. Live load refers to the roof maintenance load or snow load, which is usually taken as the standard value of 0.5 kN / m2. Wind load is calculated according to the basic wind pressure of the shipyard location and the building height modification coefficient. The wind pressure is considered in the windward, leeward and lateral directions. Crane load is derived from the concentrated force and horizontal thrust of crane wheel pressure, which is calculated by decomposing the crane tonnage, wheel number and wheel spacing. Seismic load is calculated based on the basic seismic acceleration value and the natural vibration period of the structure. All loads need to be input as parameters on the Rhino / Grasshopper platform and correspond to the component nodes to generate load application relationships.

[0032] In order to comprehensively evaluate the stress performance of the structure under various adverse conditions, it is necessary to generate multiple load distribution modes and crane position combinations based on the basic load case and the load unfavorable arrangement principle, and finally form the steel bent calculation model and load data set. The load unfavorable arrangement principle requires to apply loads in different positions and combinations to find the extreme value of the internal force of the structure. For example, in the live load arrangement, full-span load, half-span load and local concentrated load should be considered. When arranging crane load, the crane should be simulated in the middle of the span, near the column foot and in the middle third of the span to capture the maximum bending moment, shear force and axial force that may occur during the crane operation. The specific operation is to set the load arrangement algorithm in Rhino / Grasshopper, generate different load case models in batches according to the position parameters, and automatically package the load case set which can be used for subsequent finite element calculation.

[0033] For example, in a specific modeling process, the input workshop parameters are column spacing 8 meters, span 40 meters, bent height 18 meters, and roof slope 1 / 20, and the initial cross-section parameters are column H450x200x10x16 and beam H500x200x12x16. According to the setting, the bent skeleton model is quickly generated in the Rhino / Grasshopper platform, the column foot rigid connection, beam-column rigid connection, and complete roof longitudinal and transverse support system are defined, and the corresponding cross-sectional size and material parameters of each component are assigned. When the load is applied, the dead load is calculated according to the cross-sectional area and steel density, for example, the column self-weight is 6 kN per root, and the beam self-weight is 8 kN per root; the live load adopts 0.5 kN / ㎡ roof live load; the wind load is defined according to the basic wind pressure 0.6 kN / ㎡ and the horizontal direction acceleration 0.2g calculated according to the basic seismic intensity. Then, according to the unfavorable arrangement rules, 3 kinds of live load arrangement and 5 kinds of crane position working conditions are generated, a total of 15 groups of independent load working condition data packages, each of which is bound with the basic model and can be directly called in subsequent analysis. This processing method ensures the consistency, accuracy and integrity of the data, and provides accurate input basis for subsequent finite element analysis.

[0034] In a specific embodiment, the process of performing step S103 can specifically include the following steps: The steel bent calculation model is converted into an ANSYS recognizable input file through APDL language to obtain a finite element analysis model; The finite element analysis model is discretized by selecting BEAM188 and LINK180 element types suitable for steel structure analysis to obtain a meshed calculation model; The meshed calculation model is set with elastic modulus, Poisson's ratio and density to obtain a finite element model with material properties; The finite element model with material properties is set with column foot fixed or hinged and transverse support boundary conditions to obtain a complete finite element analysis system; The complete finite element analysis system is loaded with various load working conditions for static analysis calculation to obtain single-condition internal force results; The single-condition internal force results are analyzed for maximum and minimum values to obtain internal force envelope values of column members and beam members.

[0035] Specifically, when the parametric modeling under the Rhino / Grasshopper platform and the load case definition are completed, the generated steel bent calculation model is converted into a format available for finite element analysis. Specifically, the information of the steel bent calculation model needs to be converted into an input file that can be directly read by ANSYS software through APDL language, forming a standard finite element analysis model. APDL, which stands for ANSYS Parametric Design Language, is a command stream scripting language used internally by ANSYS software, which can completely describe the information of the finite element model such as nodes, elements, material properties, loads, boundary conditions, etc. During the conversion process, the geometric node coordinates of each component in the Rhino / Grasshopper model, the connection relationship between nodes, the section parameters, the load application points, and the connection relationship description are first extracted. Then, according to the syntax specifications of APDL language, node definition (N command), element definition (E command), section definition (SECTYPE and SECDATA command), material property definition (MP command), and load definition (F, D command) are generated, forming a complete APDL script file that meets the input requirements of ANSYS.

[0036] After the APDL file is generated, the appropriate element type for steel structure bent analysis needs to be selected in the ANSYS environment, and the model needs to be discretized to form a meshed finite element calculation model. Steel bent is mainly composed of beams and columns, and bears bending moment, shear force and axial force, etc. Therefore, BEAM188 element is used for beam and column component modeling. BEAM188 is a three-dimensional high-order beam element based on Timoshenko beam theory, which can accurately consider the shear deformation effect and is suitable for analyzing thick beams and slender beams. For the connection between the crane beam and the suspended structure, LINK180 element is used for modeling, LINK180 is a three-dimensional straight rod element, mainly used for transmitting axial force, suitable for simulating pure tension and compression connection parts. During modeling, first connect the elements through node numbering to ensure that each component is correctly connected in the finite element mesh according to the actual structure layout, avoiding node misconnection or element mismatch.

[0037] After the element division is completed, the meshed model needs to be assigned with material physical properties. Material property setting includes three basic parameters: elastic modulus, Poisson's ratio and density. The elastic modulus is usually set to 2.06× MPa, which represents the proportional relationship between stress and strain of the material in the elastic stage; Poisson's ratio is set to 0.3, which represents the ratio of transverse and longitudinal strain of the material during stretching or compression; the density is set to 7.85 g / cm³, which is used for self-weight calculation. In the APDL script, these parameters are input through the material property definition command (MP command), and each set of material properties is bound to the corresponding element set to ensure that the physical behavior is correctly reflected during load application and internal force calculation.

[0038] After setting the material properties, boundary conditions also need to be defined for the finite element model to correctly simulate the support system in the actual project. Boundary conditions include column foot fixed or hinged support, and transverse support setting. Column foot fixed means that the node is constrained in three-dimensional displacement and rotation, and hinged support allows the node to be free in the rotation direction and only restricts the translational degree of freedom. Transverse support is mainly used to constrain the transverse displacement of roof beams and columns to prevent structural lateral displacement or buckling instability. In the APDL file, corresponding degree of freedom restrictions are applied to the nodes by the D command (displacement constraint command), and elastic supports or rigid connections are defined at the transverse support nodes to form a complete finite element analysis boundary system. After completing the setting of all boundary conditions, various load cases can be loaded in sequence for static analysis calculation. Load application follows the logical sequence of first defining the basic working condition and then combining the analysis. Dead load is applied to beam elements through node concentrated force or distributed force, live load is applied to nodes or distributed elements according to roof area and design standard load value, wind load is applied to the outer surface nodes of the structure according to the wind pressure calculation value, crane load is applied to the corresponding nodes of the crane beam according to the position and pressure of the hoist wheel, and seismic load is applied to the horizontal seismic force according to the equivalent static method. In the APDL script, various loads are defined using the F command (force application) and SF command (surface force application), and the SOLVE command is used to execute the static solution of each load case in sequence. Each execution of the static solution can obtain the single working condition internal force calculation results under the corresponding load case, including the numerical values of the axial force, shear force and bending moment of each element. In order to analyze the most unfavorable stress state of the structure under all possible load combinations, the maximum and minimum values of all single working condition calculation results need to be analyzed to form the internal force envelope value. During the internal force envelope value calculation process, for each beam or column element, the maximum axial force, minimum axial force, maximum bending moment, minimum bending moment and shear force extreme value are extracted from all load case results, and these extreme values are used as input data for subsequent specification checking and optimization design.

[0039] In a specific embodiment, the process of performing step S104 can specifically include the following steps: Determine the internal force combination formula to obtain the basic combination, accidental combination and seismic combination scheme; Calculate the partial coefficient of dead load, live load, wind load and crane load for the basic combination, accidental combination and seismic combination scheme to obtain the combination coefficient table; Linearly superimpose the single working condition internal force calculation results and the internal force envelope value according to the combination coefficient table to obtain the design internal force value of each component; Based on the design internal force value of each component, the axial compression and bending combined stress of the column component is checked to obtain the stress ratio of the column component; Based on the design internal force value of each component, the bending strength, shear strength, and transverse and torsional stability of the beam component are calculated to obtain the stress ratio of the beam component; The stress ratio of the column component and the stress ratio of the beam component are analyzed by the overall displacement of the structure to obtain the stress ratio and displacement ratio data of the component.

[0040] Specifically, in the design simulation method of the steel rack column and beam section of the shipyard, after the finite element single working condition internal force calculation and internal force envelope value extraction are completed, the internal force combination formula needs to be determined first to generate three types of load combination schemes: basic combination, accidental combination, and seismic combination. The basic combination refers to the superposition of dead load, live load, wind load, and crane load according to the specification ratio under normal use conditions to test the conventional stress performance of the structure. The accidental combination is to consider the structural bearing capacity under extreme accidental events, such as local failure or unexpected load, and introduces an additional coefficient to weight the load combination. The seismic combination is to superimpose the seismic load with other loads, set the combination rules according to the requirements of the "Code for Seismic Design of Buildings", and emphasizes the overall safety of the structure under seismic action.

[0041] After determining the internal force combination formula, each type of load needs to be assigned a corresponding partial coefficient to reflect the uncertainty and importance of the load. The partial coefficient is used to amplify or reduce the load effect to ensure the safety margin of the structure design. The partial coefficient of dead load is usually set to 1.2 or 1.35 to reflect the stability of constant action; the partial coefficient of live load is generally taken as 1.4 or 1.5 to cover the uncertainty of variable loads such as personnel and equipment; the partial coefficient of wind load is usually taken as 1.4 to consider the structural stress risk under extreme wind conditions; the partial coefficient of crane load is set to 1.3 or 1.5 according to the tonnage grade to reflect the uncertainty of load shift during industrial lifting operation. All partial coefficients are arranged into a combination coefficient table for use in subsequent load superposition.

[0042] Through the combination coefficient table, the single working condition internal force calculation results and the corresponding internal force envelope values need to be combined in a linear superposition manner to obtain the design internal force value of each component. Linear superposition refers to directly multiplying the single working condition internal force under each load by the corresponding partial coefficient and then adding them up. For example, for a column component, the axial force caused by dead load is 600kN, the axial force caused by live load is 400kN, the axial force caused by wind load is 300kN, and the axial force caused by crane load is 500kN. After multiplying by the partial coefficient, the total design axial force of the column component under the basic combination working condition is obtained. The same method is also applied to bending moment, shear force, and other internal force components to ensure that the combined internal force reflects the true stress of the structure under the most unfavorable condition.

[0043] After the design internal force value calculation is completed, the column member needs to be subjected to axial compression and bending combined stress checking based on the design internal force value of each member to obtain the stress ratio of the column member. The axial compression and bending combined stress checking refers to checking the bearing capacity of the column section under the combined action of axial compression and bending moment. According to the strength calculation method of the compression-bending member in the Steel Structure Design Standard, the compression stress and bending stress of the section are comprehensively checked to check whether the combined stress is less than the allowable stress limit. The stress ratio is the ratio of the actual combined stress to the allowable stress. If it is less than or equal to 1.0, the checking is qualified. The axial compression part is obtained by dividing the design axial force by the sectional area, and the bending part is obtained by dividing the design bending moment by the sectional moment of resistance. The two are comprehensively evaluated to ensure that the structure can not only withstand axial compression but also resist the risk of instability caused by bending.

[0044] After the column member is checked, the beam member needs to be subjected to bending strength, shear strength, and transverse stability and torsional stability checking based on the design internal force value of each member to obtain the stress ratio of the beam member. The bending strength checking is to check whether the section can resist bending failure under the action of the maximum bending moment. The shear strength checking is to check whether the web can effectively transfer shear without yielding under the action of shear. The transverse stability checking is mainly for beam members with large slenderness ratio to check whether they will be unstable due to excessive lateral deformation. The torsional stability checking is to evaluate whether the section remains stable under the action of torsional load. Each checking item is calculated by comparing the actual stress value obtained by calculation with the standard allowable stress to obtain the respective stress ratio, so as to finally comprehensively judge the safety of the beam member. The column member stress ratio and the beam member stress ratio need to be collected and subjected to overall displacement analysis of the structure to obtain the component stress ratio and displacement ratio data. The overall displacement analysis is to extract the key node displacement of the structure after loading the combined load, compare it with the maximum allowable displacement specified in the standard, and calculate the displacement ratio. The displacement ratio is the ratio of the actual displacement of the node to the allowable displacement. If it is less than or equal to 1.0, it meets the requirements of the standard. Through the displacement analysis, it can be ensured that the structure not only has sufficient strength and stability, but also will not produce excessive deformation in actual use, affecting the normal function or causing damage to the auxiliary facilities.

[0045] In a specific embodiment, the process of performing step S105 can specifically include the following steps: defining a double-objective function of minimizing the total weight of the structure and minimizing the surface area of the components to obtain an optimization objective function; and setting a constraint condition that the stress ratio does not exceed a specified limit value, the displacement does not exceed a specified limit value, and the component slenderness ratio does not exceed a specified value to obtain an optimization constraint condition; setting the column-beam section parameters as design variables and setting the value range and step length to obtain optimization design variables; The initial population is obtained by converting the optimization design variables into gene sequences using parameter coding method; the feasible solution set satisfying the constraint conditions is obtained by performing finite element analysis and member checking on each individual in the initial population; The optimized column and beam section parameters are obtained by applying non-dominated sorting and crowding degree calculation to the feasible solution set for multiple generations of iterative evolution.

[0046] Specifically, in the design and simulation method of shipyard steel bent column and beam section, in order to further optimize the structural performance and reduce the engineering cost, the optimization problem must be defined and solved by genetic algorithm based on the results of the aforementioned finite element analysis and member checking. First of all, it is necessary to define the double objective function, i.e. minimization of the total weight of the structure and minimization of the surface area of the member. The total weight of the structure is the sum of the weights of all steel structural members, which is directly related to the material cost; the surface area of the member is the total area of the outer surface of all steel members, which is related to the workload and cost of subsequent corrosion protection. The total weight is obtained by multiplying the sectional area of each member by the length and then by the material density, and the surface area is obtained by multiplying the sectional perimeter by the length of the member. Therefore, during the modeling stage, the total weight objective function and the surface area objective function are established respectively to form a complete optimization objective system, providing a standard for the fitness evaluation of genetic algorithm.

[0047] Subsequently, the optimization constraints need to be set to ensure that the section parameters generated during the optimization process meet the requirements of structural safety and functional requirements. The constraints mainly include: the stress ratio of the member should not exceed the safety limit value, for example 0.95; the overall displacement should not exceed the maximum displacement limit value allowed by the specification, for example 1 / 250 of the span; the slenderness ratio of the member, i.e. the ratio of the member length to the sectional radius of gyration, should not exceed the upper limit value specified by the specification, for example the slenderness ratio of beam member should not exceed 150, and the slenderness ratio of column member should not exceed 100. All constraints are detected in real time during the optimization process, and any design scheme that violates the constraints will be eliminated and will not participate in the subsequent selection and reproduction. After setting the objective function and constraints, the column and beam section parameters are used as optimization design variables, and reasonable value range and step size are set. Design variables include section height, section width, flange thickness and web thickness, each type of parameter is set with upper and lower limit values, for example, the section height can vary between 400mm and 600mm with a step size of 10mm; the flange thickness can vary between 8mm and 20mm with a step size of 2mm. Such setting not only ensures the full exploration of the design space, but also controls the calculation amount, avoiding unnecessary combination explosion.

[0048] In order to make the design variables adapt to the coding operation of genetic algorithm, it is necessary to convert all design variables into gene sequences by parameter coding. The coding method usually uses real number coding, each gene corresponds to a design variable, and each group of gene strings constitutes a chromosome, representing a complete cross-section design scheme. In the initialization stage, a batch of initial population individuals are generated within the allowed range of design variables by random number generation method, for example, 100 different cross-section parameter combinations are generated, each individual is independently coded to ensure the diversity of the initial population. For each individual in the initial population, a complete finite element analysis and component checking process needs to be performed to calculate the stress ratio, displacement ratio and slenderness ratio data under each load combination condition. The specific processing process is as follows: first, the genes are decoded back to specific cross-section parameters; then a finite element analysis model is established according to the cross-section parameters; then the static analysis is solved by applying various load combinations; finally, the key indicators such as stress and displacement of each component are extracted and checked according to the specification. Only those individuals whose all checking results meet the constraint conditions are included in the feasible solution set, otherwise they are directly eliminated.

[0049] After obtaining the feasible solution set, non-dominated sorting method and crowding calculation are applied for multiple generations of iterative evolution to find the optimized column beam cross-section parameters. Non-dominated sorting refers to hierarchical division based on the performance of individuals in the double objective function, and preferentially selecting those individuals that are not completely dominated by other individuals in any one objective as the basis for the next generation of reproduction; crowding calculation refers to sorting within the same level according to the relative density of individuals in the objective function space, and preferentially retaining individuals in sparse areas to maintain the diversity of the population. In actual operation, the current population is first non-dominated sorted to obtain several Pareto front sets; then the individuals in the objective function space are sorted according to the neighborhood distance; finally, the new generation population is generated through selection, crossover and mutation operations. Repeat the above steps, after several generations (such as 100 generations) of iteration, select the optimal or suboptimal individuals from the final population as the output of the optimized column beam cross-section parameters.

[0050] Suppose in the preliminary design, the section of a row of columns is initially set as H450x200x10x16, and the section of the beam is initially set as H500x200x12x16. When defining the design variables, the column height can be changed between 440mm and 560mm, the flange thickness can be changed between 10mm and 18mm, and the web thickness can be changed between 12mm and 20mm. By means of random generation, 100 different section combinations are initialized, for example, the section of a certain initial column is H470x200x12x16, and the section of the beam is H520x200x14x16. The parameters of the individual are input into the finite element analysis program, and the permanent load, live load, wind load and crane load working conditions are applied. The maximum stress ratio is 0.92, the maximum displacement ratio is 0.78, and the slenderness ratio is 95, all of which meet the constraint conditions, so they are included in the feasible solution set. Then all the feasible solutions are non-dominantly sorted according to the total weight (such as a total of 90 tons) and the total surface area (such as a total of 1600 square meters) of the structure. If a certain individual is smaller in weight than other individuals but slightly larger in surface area, or slightly larger in weight but smaller in surface area, it is considered to be in a non-dominant relationship. According to the non-dominant sorting, combined with the crowding degree analysis, diversified design schemes are reserved, and the next generation is generated through genetic operation and breeding. Finally, a group of optimal schemes with column sections of H460x200x12x14 and beam sections of H500x200x12x14 are obtained, which can achieve the dual minimization of total weight and surface area while meeting all strength and deformation requirements.

[0051] In a specific embodiment, the process of step S106 can specifically include the following steps: In the Rhino three-dimensional modeling environment, the geometric shapes of each component are reconstructed according to the optimized column and beam section parameters to obtain an accurate three-dimensional solid model; The accurate three-dimensional solid model is labeled with key size parameters and section information to obtain a three-dimensional model with sizes; The three-dimensional model with sizes is applied with color classification to display the stress ratio distribution of each component to obtain a stress state visualization model; Based on the stress state visualization model, comparison data before and after structure optimization are generated to obtain performance improvement quantitative indicators; Based on the accurate three-dimensional solid model, overall arrangement drawings, node detail drawings and component detail drawings are generated to obtain engineering design drawings; The engineering design drawings are added with material statistics tables and design descriptions to obtain structure optimization scheme visualization results and design drawings.

[0052] Specifically, the geometry of each component is reconstructed according to the optimized cross-section parameters in the Rhino three-dimensional modeling environment to form an accurate three-dimensional solid model. The specific process is as follows: according to the cross-section height, cross-section width, flange thickness, web thickness and other parameters obtained in the optimization stage of each column and beam component, the corresponding H-shaped steel cross-section profile is created in Rhino, and the three-dimensional entity is generated by stretching along the component center line. Each component is generated separately and strictly according to the size ratio of the optimization results to avoid inaccurate subsequent analysis due to size errors. In the model building, the position of the column component from bottom to top to the ridge node needs to be accurately set, the beam component is connected from the column span, the support component is arranged at the specified position and corresponds to the reasonable inclination angle.

[0053] After generating the three-dimensional solid model, size labeling and additional processing of cross-section information are needed to form a three-dimensional model with dimensions. The specific operation is to add size labeling to each component in Rhino, including total length, cross-section width, cross-section height and plate thickness parameters, and label the corresponding material specifications at the cross-section position, such as labeling a column cross-section as H460x200x12x16. Not only the external dimensions are added, but also the mechanical parameters such as cross-sectional area, moment of inertia, bending modulus and torsional modulus of each component are recorded in the attribute bar for subsequent query and drawing generation.

[0054] After completing the generation of the model with dimensions, the stress ratio distribution of each component is displayed by applying color classification, so as to obtain a stress state visualization model. This processing is based on the maximum stress ratio data saved in the optimization analysis process. Each component is assigned a different color according to the stress ratio range, for example, components with a stress ratio less than 0.6 are displayed in blue, components with a stress ratio between 0.6 and 0.8 are displayed in green, components with a stress ratio between 0.8 and 0.9 are displayed in yellow, and components with a stress ratio above 0.9 are displayed in red. In this way, the areas with large and small stress in the structure can be intuitively displayed to assist designers in quickly identifying potential weak components or excessively redundant components. After completing the stress state visualization, comparison data before and after the optimization of the structure is generated based on this model to form quantitative indicators of performance improvement. The generation method of comparison data is to compare the changes in total weight, maximum stress ratio and maximum displacement of key indicators between the preliminary design stage and the optimization stage. The specific operation is as follows: first, extract the total weight, overall maximum displacement and maximum stress ratio of each key component of the preliminary design and optimization design, and collect them into data tables respectively; then calculate the difference value by direct numerical comparison, for example, how many tons of total weight is reduced after optimization, how many percentage points of maximum stress ratio is reduced, and how many millimeters of maximum displacement is reduced. By quantifying these improvement indicators, the performance improvement and economic benefits brought by the optimization design can be intuitively reflected.

[0055] After the data processing is completed, the overall layout drawing, node detail drawing and component detail drawing required by engineering design need to be generated according to the accurate three-dimensional entity model. The overall layout drawing draws the plane layout, elevation layout and section drawing of the whole steel bent factory building, and clearly shows the key dimensions such as column spacing, bent spacing, roof slope, structure total height. The node detail drawing draws the key connection nodes such as column foot node, beam-column connection node and roof support node in an enlarged manner, and clearly shows the welding mode, stiffener plate arrangement and bolt connection mode. The component detail drawing draws the specific size, section parameter and number of each column and beam component in detail, so as to facilitate factory production and construction site installation. After all the drawings are completed, material statistics table and design description need to be added to the engineering design drawings, so as to finally form the complete structure optimization scheme visualization result and formal engineering design file. The material statistics table lists the number, section size, length, single weight, quantity and total weight of each type of component, so as to ensure the accuracy of material procurement and budget control. The design description part systematically describes the design basis of standard, load value, structure system description, component connection mode and key construction matters needing attention. All these information is finally integrated in a complete and informative structure design file.

[0056] The design simulation method of the shipyard steel bent column and beam section in the embodiment of the application is described above, and the design simulation system of the shipyard steel bent column and beam section in the embodiment of the application is described below. Please refer to Figure 2 The design simulation system of the shipyard steel bent column and beam section in the embodiment of the application includes one embodiment: The storage module 201 is used for classifying and storing the historical design data of the shipyard steel bent, obtaining an engineering experience library and initial column and beam section parameters; The input module 202 is used for inputting the initial column and beam section parameters into a parameterized modeling system to construct a geometric model and define a load working condition, obtaining a steel bent calculation model and load data; The processing module 203 is used for performing finite element analysis processing based on the steel bent calculation model and load data, obtaining single working condition internal force calculation results and internal force envelope values; The checking module 204 is used for performing standard internal force combination and component checking processing according to the single working condition internal force calculation results and internal force envelope values, obtaining component stress ratio and displacement ratio data; The optimization module 205 is used for applying NSGA-II non-dominated sorting genetic algorithm to the component stress ratio and displacement ratio data for multi-objective optimization processing, obtaining optimized column and beam section parameters; The labeling module 206 is used for performing three-dimensional entity modeling and performance index labeling processing based on the optimized column and beam section parameters, obtaining structure optimization scheme visualization results and design drawings.

[0057] Through the cooperation of the above-mentioned components, through the introduction of the initial section parameter extraction from the engineering experience library in the whole process, the parametric modeling and load case automatic generation based on Rhino / Grasshopper platform, the application of APDL language conversion to ANSYS for finite element static analysis, the internal force combination and member checking according to the specification and finally the section multi-objective optimization by NSGA-II non-dominated sorting genetic algorithm, a complete automatic and refined steel bent cap section design technology system is formed, which has obvious practical application value and technical promotion effect. Through the multi-dimensional classification storage of the historical design data of the shipyard steel bent cap and the establishment of an efficient experience library index mechanism, not only the determination of the initial section parameter of the new project is accelerated, but also the rationality and normativity of the initial selected parameter are ensured through the weighted similarity matching algorithm, which significantly reduces the risk of errors caused by relying on artificial experience at the initial stage of design; parametric modeling and load case definition are carried out in Rhino / Grasshopper, which not only improves the modeling efficiency and ensures the consistency of model data, but also fully covers the complex and variable load action conditions through the programmatic automatic generation of various live load unfavorable arrangement and crane load position combination, greatly improving the rigor and comprehensiveness of structural calculation; through the standardized output of APDL language to ANSYS finite element analysis software, the definition of nodes, elements, loads and boundary conditions can be accurately controlled, ensuring the high consistency between the finite element model and the real engineering structure, and providing a solid data foundation for subsequent structural performance analysis; in the specification checking stage, the internal force combination, stress ratio and displacement ratio calculation are strictly carried out according to the national standard, which not only realizes the systematic checking of structural strength and deformation performance, but also provides detailed checking basis for subsequent section optimization; especially in the multi-objective optimization stage, NSGA-II non-dominated sorting genetic algorithm is applied, through setting the double objective functions of minimizing the total weight and minimizing the surface area of the member, and combining with the constraint conditions such as stress ratio, displacement ratio and slenderness ratio for iterative optimization, the performance deviation problem caused by relying on single index (such as weight or strength) optimization in traditional method is effectively avoided, the introduction of NSGA-II algorithm not only speeds up the selection speed of optimal section parameters, but also ensures the diversity and balance of solutions in solution space through non-dominated sorting and crowding degree maintenance mechanism, so that the final design result reaches a better comprehensive balance between structural safety, material economy and construction feasibility, improving the design efficiency.

[0058] The above Figure 2 The design simulation system of the shipyard steel bent cap column and beam section in the embodiment of the application is described in detail from the perspective of modular functional entities, and the design simulation device of the shipyard steel bent cap column and beam section in the embodiment of the application is described in detail from the perspective of hardware processing.

[0059] Figure 3is a structural schematic view of a shipyard steel bent column and beam section design simulation device provided by an embodiment of the present application. The shipyard steel bent column and beam section design simulation device 300 can have a large difference due to different configurations or performances, and can include one or more processors (central processing units, CPUs) 310 (for example, one or more processors) and a memory 320, one or more storage media 330 (for example, one or more mass storage device ends) storing application programs 333 or data 332. The memory 320 and the storage media 330 can be temporary storage or persistent storage. The programs stored in the storage media 330 can include one or more modules (not shown in the figure), and each module can include a series of instruction operations in the shipyard steel bent column and beam section design simulation device 300. Further, the processor 310 can be configured to communicate with the storage media 330 and execute a series of instruction operations in the storage media 330 on the shipyard steel bent column and beam section design simulation device 300 to realize the steps of the above-mentioned shipyard steel bent column and beam section design simulation method.

[0060] The shipyard steel bent column and beam section design simulation device 300 can also include one or more power supplies 340, one or more wired or wireless network interfaces 350, one or more input and output interfaces 360, and / or one or more operating systems 331, such as Windows Serve, Mac OS X, Unix, Linux, FreeBSD, etc. Those skilled in the art can understand that, Figure 3 The shipyard steel bent column and beam section design simulation device structure shown does not constitute a limitation on the shipyard steel bent column and beam section design simulation device provided by the present application, and can include more or fewer components than shown, or combine certain components, or different component arrangements.

[0061] The present application also provides a computer readable storage medium, which can be a non-volatile computer readable storage medium, and can also be a volatile computer readable storage medium. The computer readable storage medium has instructions stored therein, and when the instructions are run on a computer, the computer executes the steps of the shipyard steel bent column and beam section design simulation method.

[0062] Those skilled in the art can clearly understand that, for the convenience and brevity of description, the specific working processes of the above-described system, system and unit can refer to the corresponding processes in the foregoing method embodiments, which will not be described here.

[0063] The integrated unit, if implemented in the form of a software function unit and sold or used as an independent product, can be stored in a computer readable storage medium. Based on such understanding, the technical solutions of the present application or the entire or part of the technical solutions that essentially contribute to the prior art can be embodied in the form of a software product. The computer software product is stored in a storage medium and includes a plurality of instructions for causing a shipyard steel bent frame column and beam section design simulation device (which can be a personal computer, a server, or a network device, etc.) to execute all or part of the steps of the method described in each embodiment of the present application. The foregoing storage medium includes: a U disk, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk or an optical disk, and various program code storage media.

[0064] The above embodiments are only used to illustrate the technical solutions of the present application, but not to limit them; although the present application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that the technical solutions recorded in the foregoing embodiments can be modified, or some technical features can be replaced by equivalents; and these modifications or replacements do not make the corresponding technical solutions deviate from the spirit and scope of the technical solutions of the embodiments of the present application.

Claims

1. A design simulation method for shipyard steel bent column and beam sections, characterized in that: The method comprises: Classify and store the historical design data of shipyard steel bent frames to obtain the engineering experience database and initial column and beam section parameters; Inputting the initial column-beam cross-section parameters into a parametric modeling system to construct a geometric model and define load conditions, thereby obtaining a steel bent calculation model and load data; Finite element analysis is performed based on the steel bent calculation model and load data to obtain single-condition internal force calculation results and internal force envelope values; Performing standard internal force combination and component verification processing based on the single working condition internal force calculation results and internal force envelope values ​​to obtain component stress ratio and displacement ratio data; The stress ratio and displacement ratio data of the components are subjected to multi-objective optimization processing by applying the NSGA-II non-dominated sorting genetic algorithm to obtain the optimized column and beam section parameters; Based on the optimized column and beam cross-section parameters, three-dimensional solid modeling and performance index labeling are performed to obtain visualization results and design drawings of the structural optimization solution.

2. The design simulation method for shipyard steel bent column and beam sections according to claim 1 is characterized in that: The historical design data of the shipyard steel bent frame is classified and stored to obtain the engineering experience library and initial column and beam section parameters, including: Shipyard buildings are classified in multiple dimensions by workshop type, building height, span range, and crane lifting capacity to obtain structured classification data; Establishing a multi-dimensional index relationship for the structured classification data to obtain an experience library structure that can be quickly retrieved; Input the design input parameters into the multi-dimensional parameter matching algorithm to perform historical case retrieval and obtain a set of similar cases; Applying a weighted similarity calculation method to sort the similar case set to obtain the historical case closest to the current design task; Extracting cross-sectional form, cross-sectional size and wall thickness parameters from the historical case closest to the current design task to obtain initial design parameters; The initial design parameters are adaptively adjusted according to the requirements of the current specifications to obtain initial column and beam section parameters that meet the current specifications.

3. The design simulation method for shipyard steel bent column and beam sections according to claim 1, characterized in that: The initial column and beam cross-section parameters are input into a parametric modeling system to construct a geometric model and define load conditions to obtain a steel bent calculation model and load data, including: Define column spacing, column height, beam span, and roof slope control parameters in Rhino / Grasshopper to obtain the steel frame spatial layout; Mapping the initial column-beam cross-sectional parameters to the steel bent spatial layout to obtain a parametric geometric model with cross-sectional information; The parameterized geometric model is configured with a connection relationship between the column base and the foundation, a beam-column connection method, and a roof support system connection relationship to obtain a complete connection relationship model; Calculating the cross-sectional area, moment of inertia, bending modulus, and torsional modulus of each component based on the complete connection relationship model to obtain component mechanical parameters; Defining the working conditions of dead load, live load, wind load, crane load and earthquake load for the mechanical parameters of the component to obtain the basic load condition; The unfavorable load arrangement principle is applied to the basic load condition to generate a variety of load distribution patterns and crane position combinations to obtain the steel bent calculation model and load data.

4. The design simulation method for shipyard steel bent column and beam sections according to claim 1, characterized in that: The finite element analysis is performed based on the steel bent calculation model and load data to obtain the single working condition internal force calculation results and internal force envelope values, including: The steel bent calculation model is converted into an input file recognizable by ANSYS through APDL language to obtain a finite element analysis model; The finite element analysis model is discretized by selecting BEAM188 and LINK180 element types suitable for steel structure analysis to obtain a grid calculation model; Setting elastic modulus, Poisson's ratio and density for the gridded calculation model to obtain a finite element model with material properties; Setting column foot fixed or hinged and lateral support boundary conditions on the finite element model with material properties to obtain a complete finite element analysis system; The complete finite element analysis system is sequentially loaded with various load conditions to perform static analysis calculations to obtain the internal force results of a single condition; The maximum and minimum value analysis is performed on the internal force results of the single working condition to obtain the internal force envelope values ​​of the column components and the beam components.

5. The design simulation method for shipyard steel bent column and beam sections according to claim 1, characterized in that: The performing of the standard internal force combination and component verification processing based on the single working condition internal force calculation result and the internal force envelope value to obtain component stress ratio and displacement ratio data includes: Determine the internal force combination formula and obtain the basic combination, accidental combination and earthquake combination schemes; Calculating the partial factors of dead load, live load, wind load and crane load for the basic combination, accidental combination and earthquake combination schemes to obtain a combination factor table; Linearly superimpose the single-condition internal force calculation results and the internal force envelope values ​​according to the combination coefficient table to obtain the design internal force values ​​of each component; Based on the design internal force values ​​of each component, the combined axial compression and bending stress of the column component is verified to obtain the stress ratio of the column component; Based on the design internal force values ​​of each component, the bending strength, shear strength, and lateral and torsional stability of the beam component are verified to obtain the stress ratio of the beam component; The overall structural displacement analysis is performed on the column component stress ratio and the beam component stress ratio to obtain component stress ratio and displacement ratio data.

6. The design simulation method for shipyard steel bent column and beam sections according to claim 1, characterized in that: The multi-objective optimization process of the component stress ratio and displacement ratio data is performed using the NSGA-II non-dominated sorting genetic algorithm to obtain optimized column and beam section parameters, including: Define the dual objective function of minimizing the total weight of the structure and minimizing the surface area of ​​the components to obtain the optimization objective function; set the constraints that the stress ratio does not exceed the specified limit, the displacement does not exceed the specified limit, and the component slenderness ratio does not exceed the specified value to obtain the optimization constraint conditions; The column and beam section parameters are set as design variables and the value range and change step are set to obtain the optimized design variables; The optimized design variables are converted into gene sequences using parameter encoding to obtain an initial population; finite element analysis and component verification are performed on each individual in the initial population to obtain a feasible solution set that satisfies the constraint conditions; The feasible solution set is subjected to multi-generation iterative evolution by applying non-dominated sorting and congestion calculation to obtain optimized column and beam section parameters.

7. The design simulation method for shipyard steel bent column and beam sections according to claim 1, characterized in that: The three-dimensional solid modeling and performance index marking processing based on the optimized column and beam cross-section parameters to obtain the structural optimization scheme visualization results and design drawings include: Reconstructing the geometric shapes of the components according to the optimized column and beam cross-section parameters in the Rhino 3D modeling environment to obtain an accurate 3D solid model; Marking key dimensional parameters and cross-sectional information on the precise three-dimensional solid model to obtain a three-dimensional model with dimensions; Applying color grading to the three-dimensional model with dimensions to display the stress ratio distribution of each component, thereby obtaining a visual model of the stress state; Generate comparative data before and after structural optimization based on the stress state visualization model to obtain quantitative indicators of performance improvement; Generate an overall layout drawing, node details and component details based on the precise three-dimensional solid model to obtain an engineering design drawing; A material statistics table and design description are added to the engineering design drawings to obtain visualization results of the structural optimization solution and design drawings.

8. A shipyard steel bent column and beam cross-section design simulation system, characterized by: A method for implementing a design simulation method for shipyard steel bent column and beam sections according to any one of claims 1 to 7, wherein the design simulation system for shipyard steel bent column and beam sections comprises: The storage module is used to classify and store the historical design data of the shipyard steel bent frame to obtain the engineering experience library and initial column and beam section parameters; An input module is used to input the initial column and beam cross-section parameters into a parametric modeling system to construct a geometric model and define load conditions, thereby obtaining a steel bent calculation model and load data; A processing module, configured to perform finite element analysis based on the steel bent calculation model and load data to obtain a single working condition internal force calculation result and an internal force envelope value; A verification module is used to perform standard internal force combination and component verification processing based on the single working condition internal force calculation results and the internal force envelope value to obtain component stress ratio and displacement ratio data; An optimization module is used to apply the NSGA-II non-dominated sorting genetic algorithm to the stress ratio and displacement ratio data of the component to perform multi-objective optimization processing to obtain optimized column and beam section parameters; The annotation module is used to perform three-dimensional solid modeling and performance index annotation processing based on the optimized column and beam section parameters to obtain visualization results and design drawings of the structural optimization solution.

9. A design simulation device for shipyard steel bent column and beam cross section, characterized in that: The method comprises a memory and a processor, wherein the memory stores a computer program that can be run on the processor, and when the processor executes the computer program, the method for designing and simulating the cross-section of shipyard steel bent frames according to any one of claims 1 to 7 is implemented.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the processor is enabled to execute the design simulation method for shipyard steel bent column and beam sections according to any one of claims 1 to 7.

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