Bolt spacing and arrangement optimization design method based on double indexes

Abstract

The invention relates to the field of assembly type concrete shear wall structure design, and particularly discloses a prefabricated panel bolt spacing and arrangement optimization design method based on double indexes and computer implementation thereof. The method comprises the following steps: inputting engineering information and target performance indexes; then calling a response surface or a regression model pre-established based on test and finite element parameter analysis, taking the minimum total number of bolts of each prefabricated wallboard as a target function, and performing bolt arrangement optimization on sections with different heights and vertical seam and horizontal seam partitions to obtain a bottom-up encryption-densification configuration scheme; and a plurality of recommendation schemes are output according to economic or ductile preference. The method can be realized as a structural design software module or a building design system, can explicitly balance the steel consumption and structural lateral displacement control on the premise of meeting the anti-seismic performance, and improves the accuracy, rationality and automation level of prefabricated shear wall bolt connection design.

Description

Technical Field

[0001] This invention relates to the field of seismic design of prefabricated concrete structures, and in particular to a method for optimizing the bolt spacing and arrangement of prefabricated shear wall panels based on the dual indicators of bearing capacity reduction ratio and structural lateral displacement performance, as well as corresponding computer programs, computer equipment and building structure design systems. Background Technology

[0002] Prefabricated shear wall structures have been widely used in residential and public buildings due to their high degree of industrialization, fast construction speed, and easy quality control. Prefabricated shear wall panels are typically connected using methods such as grouting sleeves, grout-anchored lap joints, or high-strength bolts (plates) to achieve force transfer and overall coordination. Among these, prefabricated wall panel structures using dry connection methods such as high-strength bolts, end plates, and connecting angle steel are gaining increasing attention due to their advantages of being replaceable, repairable, and having high assembly precision.

[0003] Existing technologies have yielded numerous experimental and numerical studies on the seismic performance of prefabricated shear wall connection nodes, covering factors such as connection type, reinforcement details, bolt strength grade, and vertical and horizontal joint construction. Some studies have also focused on the impact of bolt spacing and quantity on the load-bearing performance of composite shear walls or steel plate walls, providing conclusions at the experimental or finite element level such as "higher bolt density leads to higher bearing capacity and stiffness, and a certain trend in ductility." However, these studies primarily focus on evaluating the mechanical behavior of individual specimens or local connection structures, and have not yet developed a systematic method and software tools for optimizing bolt placement directly for engineering design.

[0004] From the perspective of norms and standards, current national and local standards mostly adopt empirical provisions for the design of precast wall panel connection bolts, such as giving the maximum and minimum values ​​of bolt spacing and edge distance, the range and minimum quantity requirements of the structural reinforcement zone. Some regulations propose to adopt a simplified design method of equivalent integral wall to make the precast wall panel components and their connections "closer to the actual stress". However, they still mainly stay at the level of structural limits and overall reduction coefficients, and have not established a quantitative design-optimization process with the bearing capacity reduction ratio and inter-story drift angle as the core indicators.

[0005] Regarding patents, various design and construction methods for prefabricated shear wall connection structures have been disclosed, such as design methods for replaceable steel connection structures and BIM-based prefabricated shear wall building structures and construction methods. These technical solutions generally focus on the structural form, assembly process, and information integration of connection nodes. The number and spacing of bolts are mostly determined based on standard experience or structural requirements. The relationship between "bearing capacity reduction ratio—number of bolts—bolt spacing" and the relationship between "inter-story drift angle—number of stories—fortification intensity" obtained from experiments and finite element analysis have not yet been systematically integrated into the bolt arrangement design method.

[0006] Specifically, existing technologies have at least the following shortcomings:

[0007] Bolt arrangement lacks performance-oriented quantitative optimization: In engineering practice, designers typically select the spacing and number of connecting bolts based on experience or analogous projects within the limits allowed by specifications, or adjust the scheme through a limited number of manual trials. With the increase in prefabrication rate and the diversification of connection methods, this empirical selection method is difficult to take into account the reduction of bearing capacity, ductility and control of overall inter-story displacement of the structure, and is prone to local over-conservatism or potential weak links.

[0008] There is a lack of a unified design framework for load-bearing capacity reduction and overall lateral displacement performance: Although existing studies have revealed the influence of bolt parameters on the load-bearing capacity reduction ratio of precast wall panels and pointed out the existence of phenomena such as "marginal effect reduction" and "optimal spacing range", they have not been combined with the time history analysis results of multi-story prefabricated wall panel structures. It is difficult to simultaneously meet the requirements of load-bearing capacity reduction control at the component level and inter-story drift angle limit at the structural level under a unified optimization framework.

[0009] There is a lack of rapid prediction and optimization tools that can be embedded in design software: Existing parametric studies based on time history analysis or nonlinear finite element methods involve large computational loads and are difficult to directly embed into everyday engineering design software. There is also a lack of calculation tools that use response surface or regression models as their core, enabling rapid prediction of the impact of different bolt arrangements on the bearing capacity reduction ratio and inter-story drift angle during the design phase, and automatically providing optimization schemes for the number and spacing of bolts.

[0010] Therefore, there is an urgent need for a design method and system for optimizing the bolt spacing and arrangement of prefabricated wall panels based on dual performance indicators, taking into account both the reduction of component bearing capacity and structural lateral displacement performance, and suitable for embedding in computer software. This would overcome the shortcomings of existing technologies that mainly rely on empirical construction limits and are difficult to explicitly balance economy and seismic performance, thereby improving the seismic design level and efficiency of prefabricated shear wall structures.

[0011] Based on the retrieval and analysis of the aforementioned standards, papers, and patents, this invention proposes to unify the modeling of the response relationship of "bearing capacity reduction ratio - number of bolts - spacing" obtained from experiments and finite element analysis with the relationship of "inter-story drift angle - number of floors - seismic intensity" obtained from time history analysis of multi-story prefabricated shear wall structures. Through performance response surfaces and optimization algorithms, a systematic and software-based design of bolt arrangement is achieved, avoiding a simple linear combination of existing technologies, and possessing obvious novelty and inventiveness. Summary of the Invention

[0012] To address the following problems in the existing bolt connection design of precast shear wall panels: reliance on standard experience limits and engineering experience, lacking performance-oriented quantitative optimization; difficulty in simultaneously considering the precast wall panel bearing capacity reduction control and the overall inter-story drift angle limit requirements; and the difficulty in efficiently embedding calculation methods into actual design software, requiring designers to perform repeated trial calculations. The purpose of this invention is to propose an optimization design method for the bolt spacing and arrangement of precast wall panels based on dual performance indicators—bearing capacity reduction ratio and inter-story drift angle—and to provide corresponding computer programs, computer equipment, and building structure design systems. This method aims to: minimize the total number of bolts or optimize the trade-off between economy and ductility while meeting the requirements for bearing capacity reduction and structural lateral displacement performance; solidify experimental and finite element parameter analysis results in the form of response surfaces or regression models for rapid prediction; and automatically generate zoned bolt arrangement schemes through simple and efficient optimization algorithms, facilitating integration into existing structural design software.

[0013] To achieve the above objectives, the technical solution proposed by this invention is summarized as follows:

[0014] A dual-indicator-driven design framework: employing a load-bearing capacity reduction ratio. As an indicator reflecting the impact of precast wall panel connections on the resistance of components, its value is limited to not being lower than a given lower limit. ; Using the maximum inter-story drift angle As an indicator reflecting the overall lateral stiffness and ductility of a structure, its value is limited to not exceeding a set upper limit. ;exist , Under the dual constraints, the bolt arrangement is optimized.

[0015] Performance response surface modeling: Based on existing experimental and finite element analysis results, the number of bolts is expanded. Bolt spacing The height-to-width ratio of the wall limbs axial compression ratio The range of values ​​for parameters such as vertical joint settings and vertical reinforcement ratio; based on the bearing capacity reduction ratio. Using hysteresis performance as the dependent variable, multiple regression or response surface methodology is employed to establish... The predictive model; through multiple sets of seismic time history analyses using software such as ETABS on low-rise and mid-rise fully prefabricated shear wall structures, the results were obtained for different numbers of stories, seismic intensity, prefabrication rate, connection stiffness, and maximum inter-story drift angle. Data set, build The prediction model is divided into zones according to the structural forms of the wall segments, such as whether there are vertical joints or horizontal post-pouring strips, to form a response surface database that can be called by table lookup.

[0016] An optimization model aiming to minimize the total number of bolts: For each precast wall panel, bolts related to the panel connection are divided into vertical and horizontal bolts, and further subdivided into denser, transition, and reduced-density zones along the height. While meeting the specifications for bolt spacing, edge distance, minimum bolt count, and structural density requirements, a design variable is introduced: bolt spacing in each zone. Number of bolt rows Construct the objective function: The constraints include: , And the spacing, margins and construction constraints corresponding to various standard provisions.

[0017] Efficient optimization solution strategy: Considering that design variables are usually discretized in actual engineering (e.g., spacing of 120 mm, 150 mm, 180 mm, etc.), an enumeration-screening or simplified iterative algorithm is adopted; under each candidate combination, the response surface model is used for rapid calculation. and It eliminates the need for finite element or time history analysis, significantly reducing computational costs. When necessary, multi-objective optimization can be introduced, incorporating the total number of bolts, total steel mass, ductility coefficient, and energy consumption index into the comprehensive objective function to meet the preferences of different projects for economy and seismic performance.

[0018] Software and system implementation: Input data management, response surface invocation, optimization solution and result visualization output are implemented in a modular manner; it can run as standalone software, or as a plug-in or cloud service for CAD / structural design platforms, achieving seamless integration with existing design processes.

[0019] Compared with the prior art, the present invention has the following beneficial effects:

[0020] A unified design framework for load-bearing capacity reduction and lateral displacement performance: controlling load-bearing capacity reduction at the component level. Maximum inter-story drift angle at the structural level Simultaneously incorporating constraints avoids overly conservative or weak seismic resistance issues caused by determining bolt arrangement solely based on structural limits, thus achieving performance-oriented connection design.

[0021] Rapid prediction capability supported by response surface methodology: By organizing and fitting a large number of experimental, finite element, and time history analysis results, this invention replaces time-consuming nonlinear analysis with response surface or regression models, enabling prediction of different bolt arrangement schemes within milliseconds to seconds. and It is suitable for embedding into everyday design software for real-time access.

[0022] Simple and efficient optimization algorithms for engineering applications: Under the premise of ensuring engineering feasibility, discrete variable enumeration combined with response surface fast screening or iterative search based on simple gradient information are adopted to make the entire optimization process have good globality, easy to implement and maintain, and can be used without high-level numerical analysis background.

[0023] Zonal densification and differentiated layout strategy: By optimizing the densification zone, transition zone and de-densification zone of the precast wall panel along the height direction, and combining the different stress characteristics of vertical and horizontal joints, the bolts can be appropriately densified in the key stress zone at the bottom, and the upper area can be reasonably de-densified, thereby further reducing the amount of steel used while meeting the overall performance requirements.

[0024] Multiple options and decision support: Provides a set of recommended bolt layout options for different objectives such as economy, ductility, and standard benchmarks, enabling structural engineers to make decisions based on transparent performance index comparisons, significantly improving the interpretability and traceability of the design.

[0025] Easy to expand and upgrade: The response surface database and optimization module of this invention have good scalability. New experimental or simulation results can be continuously incorporated in the future, or new structural types and material performance parameters can be introduced to adapt to the development of prefabricated building technology. Attached Figure Description

[0026] To more clearly illustrate the technical solution of the present invention, the present invention will be further described below with reference to the accompanying drawings. In the drawings, identical or similar components are numbered the same. Specific descriptions are as follows:

[0027] Figure 1 This is a flowchart of a dual-index-based design method for optimizing bolt spacing and arrangement in precast wall panels according to the present invention. 100: Overall design process; 101: Engineering parameter input step; 102: Target performance index setting step; 103: Performance response surface invocation step; 104: Bolt arrangement optimization solution step; 105: Result output and scheme recommendation step.

[0028] Figure 2 This is a schematic diagram of the response surface between bolt parameters and performance indicators in this invention. 201: Number of bolts Shaft; 202: Bolt spacing Shaft; 203: Bearing capacity reduction ratio Response surface; 204: Maximum inter-story drift angle Response surface or contour lines; 205: Satisfies and The feasible design area.

[0029] Figure 3This diagram illustrates the zoning and bolt density of precast shear wall panels along their height. 301: Precast shear wall panel; 302: Bottom denser zone; 303: Middle transition zone; 304: Upper less dense zone; 305: Vertical bolt arrangement; 306: Horizontal bolt arrangement; 307: Floor location markers.

[0030] Figure 4 This is a block diagram of the software and hardware components of the building structure design system of the present invention. 401: Computer equipment; 402: Structural modeling module; 403: Response surface invocation module; 404: Optimization solution module; 405: Result output and visualization module; 406: Memory / database; 407: Processor; 408: User interface.

[0031] Figure 5 This is a schematic interface showing the bolt optimization design results in the software interface of this invention. 501: Engineering parameter input window; 502: Target performance index setting window; 503: Bolt arrangement scheme list; 504: Comparison of each scheme... and 505: Wall panel bolt layout diagram of the selected scheme; 506: Export design report button. Detailed Implementation

[0032] The specific embodiments of the present invention will be further described in detail below with reference to the accompanying drawings and examples. It should be understood that the following examples are for illustrative purposes only and are not intended to limit the scope of protection of the present invention.

[0033] Example 1: Optimization Method for Bolt Arrangement in Low-Rise Fully Prefabricated Shear Wall Residential Buildings

[0034] This embodiment uses a 6-story fully prefabricated shear wall residential building in an area with an 8-degree seismic fortification level as an example to illustrate the specific application process of the method of the present invention. Figures 1-3 .

[0035] 1. Input of basic project parameters (corresponding to) Figure 1 Step 101)

[0036] Structural designers design software interfaces ( Figure 5 Enter the following project information in the input field: 1) Seismic fortification intensity: 8 degrees; 2) Number of floors Standard floor height Building height 3) Structural aspect ratio The main structural type is a fully prefabricated shear wall structure; 4) The height-to-width ratio of typical load-bearing wall segments Within the range of 1.5 to 2.5; 5) Axial compression ratio design range 6) Concrete strength grade C40, steel reinforcement HRB400; 7) Precast wall panels use high-strength bolt end plate dry connection, with vertical joints located in the middle of the wall segment and horizontal joints located near the floor; 8) Rib arrangement parameters: Vertical steel ribs are provided in some wall segments, with a spacing of 600-900 mm. These parameters are stored in the engineering parameter data structure for use by the subsequent response surface and optimization modules.

[0037] 2. Setting target performance indicators (corresponding to) Figure 1 Step 102)

[0038] Based on the specifications and the owner's performance objectives, the designers set the following indicators:

[0039] 1) Lower limit of bearing capacity reduction ratio: That is, the bearing capacity of precast wall panels shall not be less than 70% of that of cast-in-place monolithic walls under the same conditions.

[0040] 2) Maximum inter-story drift angle limit: For a 6-story residential building, under an 8-degree seismic fortification, the limit is: For higher performance requirements, you can also choose Or even stricter limits; this embodiment first adopts... .

[0041] 3) Economic efficiency versus ductility preference: The primary objective is to minimize the total number of bolts; ductility is a secondary consideration. Maintaining a certain safety margin is a secondary objective.

[0042] 3. Performance response surface call (corresponding to) Figure 1 Step 103 in the middle, Figure 2 )

[0043] The software searches the response surface database for the model that best matches the parameters of this project, assuming that the following representative regression model is obtained:

[0044] 1) Bearing capacity reduction ratio model: For precast shear wall segments with vertical joints, the bearing capacity reduction ratio is... Approximate expression: ,in: This refers to the average bolt density per unit cross-sectional area of ​​the wall segment. This represents the average spacing of the bolts along the length of the wall. These are the regression coefficients obtained based on the fitting of experiments and finite element analysis. In actual implementation, the model can be more complex, including cross terms and higher-order terms; this invention is not limited to the above form.

[0045] 2) Maximum inter-story drift model: For a 6-story fully prefabricated shear wall structure, the maximum inter-story drift angle can be estimated using the following method: ,in: The influence coefficient of prefabricated connection flexibility can be calculated by adjusting the number and spacing of bolts. These are the coefficients obtained from regression based on the results of multiple time history analyses.

[0046] The software automatically selects the corresponding zone based on the input wall type (with vertical joints), seismic fortification intensity (8 degrees), and number of floors (6 floors). and Response surface model, such as Figure 2 As shown.

[0047] 4. Optimize model establishment (corresponding) Figure 1 Step 104 in the middle, Figure 3 )

[0048] Taking a typical load-bearing precast shear wall panel as an example ( Figure 3 Taking the middle section 301 as an example, it is divided into three sections along the height direction: bottom densification zone 302: layers 1 to 2; middle transition zone 303: layers 3 to 4; upper dedensification zone 304: layers 5 to 6.

[0049] For vertical seam bolts 305 and horizontal seam bolts 306, set the following variables respectively: the spacing of vertical seam bolts in the bottom reinforcement zone. ,quantity ; Spacing of vertical seam bolts in the middle transition zone ,quantity ; Spacing of vertical seam bolts in the upper density reduction zone ,quantity Similarly, the variable for horizontal seam bolts is denoted as... , wait.

[0050] 4.1 Objective Function

[0051] Summing the number of bolts in all sections and seams yields the objective function: .

[0052] 4.2 Constraints

[0053] 1) Bearing capacity reduction constraint at the component level: The overall average bolt density is obtained by reducing the number and spacing of bolts in each section. and representative spacing Substitute into the bearing capacity reduction model: .

[0054] 2) Structural Inter-story Displacement Constraints: The overall structural connection flexibility coefficient is calculated based on the connection stiffness and density of each major load-bearing wall. Substitute into the inter-story drift angle model: .

[0055] 3) Specification and construction constraints: For example, maximum bolt spacing: The edge distance, end distance, and minimum number of bolts are limited according to the specifications; the number of bolts per unit height in the bottom reinforced zone shall not be less than that in the upper section.

[0056] 4) Deformation Coordination Constraints: To avoid abrupt changes along the height, the following can be set: Smooth transition constraints, etc.

[0057] 5. Optimize the solution process

[0058] To adapt to practical engineering applications, this embodiment adopts a strategy combining discrete enumeration and rapid filtering: 1) A set of candidate values ​​is set for the bolt spacing of each section, for example... 2) Calculate the number of bolts required for each section based on the wall height and candidate spacing, and correct according to the specifications; 3) Combine candidate spacings for different sections and joint types to obtain a limited number of candidate schemes (the number can be controlled between several hundred and several thousand); 4) For each candidate scheme, quickly calculate the corresponding... Calling the response surface model yields and 5) Eliminate those that do not meet the requirements. , 6) Among the remaining feasible solutions, select the one with the smallest total number of bolts as the "economic priority solution"; 7) If a "ductility priority solution" is required, then add a constraint on the number of bolts to the feasible solutions. Considering the margin, priority should be given to selecting those that... Minimum or The plan leaves a large safety margin.

[0059] 6. Results Output and Construction Suggestions (corresponding) Figure 1 Step 105 in the middle, Figure 5 )

[0060] The software ultimately provides several solutions, such as:

[0061] Option A (Economical Priority): Bottom two layers: vertical bolt spacing 150 mm, horizontal bolt spacing 180 mm; middle two layers: vertical bolt spacing 210 mm, horizontal bolt spacing 240 mm; top two layers: vertical bolt spacing 270 mm, horizontal bolt spacing 300 mm; corresponding... , .

[0062] Option B (Ductility Priority): Bottom two layers: vertical bolt spacing 150 mm, horizontal bolt spacing 150 mm; middle two layers: vertical bolt spacing 210 mm, horizontal bolt spacing 210 mm; top two layers: vertical bolt spacing 240 mm, horizontal bolt spacing 270 mm; corresponding... , .

[0063] In the interface ( Figure 5 Simultaneously display the corresponding solution for each option. , The comparison curves with target values ​​and specification limits help designers select recommended solutions based on project needs while meeting safety and specification requirements. After selecting a solution, the system automatically generates bolt layout details and construction specifications, which can be directly used in design documents.

[0064] Example 2: Multi-objective optimization of mid-to-high-rise prefabricated shear wall office buildings

[0065] This embodiment illustrates the application of multi-objective optimization in a 10-story prefabricated shear wall office building.

[0066] 1. Engineering and Target Characteristics

[0067] Seismic fortification intensity: 7 degrees (controlled by moderate earthquake); Number of floors The structure is approximately 45 m high; the owner has high requirements for performance and hopes for rapid post-earthquake recovery; the target upper limit for inter-story drift angle is... It is stricter than the standard limit.

[0068] 2. Multi-objective optimization modeling

[0069] In this embodiment, a comprehensive objective function is introduced: ,in: The total number of bolts in a certain baseline layout scheme; It is the structural ductility coefficient or an index of equivalent plastic deformation capacity; These are the weighting coefficients for economy, lateral movement control, and ductility performance, respectively.

[0070] While retaining the basic constraints: (e.g., 0.75); ; Standard construction restrictions.

[0071] 3. Solution Process

[0072] Based on the response surface methodology, a Pareto solution set with different weights is searched using a weighted sum method or a simple genetic algorithm, resulting in a series of schemes: some schemes are biased towards the minimum number of bolts, while others are biased towards the minimum. Alternatively, maximum ductility. The software displays these options as scatter plots in a three-dimensional performance space of "total number of bolts - maximum inter-story drift angle - ductility coefficient," allowing designers to select a compromise point as the final solution based on project preferences.

[0073] As can be seen from this embodiment, the present invention is not only applicable to low-rise residential buildings, but also to the performance-based design of mid- to high-rise prefabricated shear wall office buildings.

[0074] Example 3: Building Structure Design System and Computer Implementation (corresponding) Figure 4 , Figure 5 )

[0075] This embodiment illustrates the specific implementation of the present invention in a computer system, corresponding to claims 6-8.

[0076] 1. Hardware and System Architecture ( Figure 4 )

[0077] Computer device 401 may be a desktop workstation, laptop computer, or server, including: processor 407 for executing program instructions; memory / database 406 for storing response surface models, project data, and program code; and user interface 408 for receiving user input and displaying output results.

[0078] 2. Software Module Division

[0079] 1) Structural Modeling Module 402: Interacts with existing structural analysis software via interface or data files to import or create prefabricated shear wall structure models; automatically identifies prefabricated wall panel units, wall limb types, vertical and horizontal joint locations, and other information; generates initial construction parameters and a set of optimizable parameters for each prefabricated wall panel.

[0080] 2) Response Surface Call Module 403: Based on the seismic fortification intensity, number of floors, wall type (with / without vertical joints), axial compression ratio, etc., the module retrieves the corresponding parameters from the database. and Response surface or regression formula; during the optimization process, the bolt parameter vector is received. And return the predicted and .

[0081] 3) Optimization and solution module 404: Automatically constructs objective functions and constraints based on the user-selected objective type (prioritizing steel saving, ductility, or comprehensive balance); executes discrete enumeration, simplified iteration, or multi-objective optimization algorithms to generate a set of feasible solutions; supports segment division, custom constraints, and parameter sensitivity analysis.

[0082] 4) Results Output and Visualization Module 405: Displays the performance indicators and structural parameters of candidate schemes in the form of tables, curves, and wall panel layout diagrams (see...). Figure 5(503-505); can generate design reports containing bolt layout details, structural descriptions, and performance verification results, and export them to common document or CAD formats; supports scheme version management, facilitating design iteration.

[0083] 3. Computer programs and storage media

[0084] The software system implementing the above modules is stored in the form of a computer program on a computer-readable storage medium (such as a hard disk, SSD, optical disk, or cloud storage). When the processor 407 reads and executes the program, it sequentially performs the following: receiving engineering parameters and target performance index inputs; calling the response surface model to calculate performance indexes; optimizing bolt arrangement; and generating and outputting design schemes and reports. Its implementation process corresponds to the steps of the methods described in claims 1-5, and will not be repeated here.

[0085] The above embodiments demonstrate that the present invention combines the bearing capacity reduction ratio and inter-story drift angle as dual indicators, uses the response surface as a bridge to transform experimental / finite element results into engineering design tools, and achieves automated design of bolt spacing and arrangement of precast wall panels through optimization algorithms. It has clear novelty and significant engineering practical value.

[0086] Without departing from the spirit and essence of this invention, those skilled in the art can make various equivalent substitutions or combinations to the specific embodiments, and all such equivalent substitutions or combinations should fall within the protection scope of this invention.

Claims

1. A method for optimizing the bolt spacing and arrangement of precast wall panels based on dual indicators, characterized in that, The process includes the following steps: 1) Obtaining engineering input parameters, including: seismic fortification intensity, number of floors, floor height, structural length-to-width ratio, typical wall segment height-to-width ratio, axial compression ratio range, design concrete strength, ribbed layout parameters, and precast wall panel type; 2) Obtaining target performance indicators, including the lower limit of the bearing capacity reduction ratio. Upper limit of inter-story drift angle 3) Call a pre-established performance response surface or regression model, whereby the response surface represents the number of bolts. Bolt spacing With load-bearing capacity reduction ratio Maximum inter-story drift angle The relationships between them include at least: , ,in, The aspect ratio of the wall segment is... For the number of floors, The axial compression ratio, For structural height, 4) For each precast wall panel, establish a system based on the total number of bolts. The optimization model with the minimum objective function, under the constraints... 5) Based on the optimization results, output the bolt arrangement density of each precast wall panel in different height ranges, as well as the bolt configuration schemes for vertical and horizontal joints.

2. The method according to claim 1, characterized in that, The method for establishing the performance response surface or regression model in step 3 includes: 1) Based on the results of full-scale or scaled-down tests and finite element parameter analysis, selecting bolt quantity, spacing, wall limb height-to-width ratio, axial compression ratio, presence or absence of vertical joints, and reinforcement ratio as independent variables, and fitting the model with bearing capacity reduction ratio and hysteretic energy dissipation index as dependent variables; 2) Constructing the model using multinomial regression, radial basis function, neural network, or multivariate response surface methods. The prediction model; 3) Based on the time history analysis results of multi-story prefabricated shear wall structures, the number of floors, floor height, seismic intensity, prefabrication rate, connection stiffness, etc. are selected as independent variables, and the maximum inter-story drift angle is used as the dependent variable for fitting. 4) Based on structural features such as whether vertical joints or horizontal post-pouring strips are set in the wall limbs, the response surface is partitioned and modeled.

3. The method according to claim 1 or 2, characterized in that, The optimization solution in step 4 adopts at least one of the following methods: 1) Discretize the bolt spacing within the allowable range of the specification, and enumerate the number of bolts that meet the construction requirements under each candidate spacing, and quickly calculate the corresponding solution by calling the response surface. and 1) Filter the solution set that meets the constraints and select the combination with the smallest total number of bolts; 2) Optimize in the continuous design variable space using gradient method, sequential quadratic programming or heuristic intelligent algorithm; 3) Under the premise of meeting the constraints of bearing capacity and lateral displacement performance, introduce a comprehensive objective function with steel consumption and ductility index as weights, perform multi-objective optimization and form Pareto solution set.

4. The method according to any one of claims 1 to 3, characterized in that, Each precast wall panel is divided into several arrangement sections along the height direction, including at least: a dense zone at the bottom, a transition zone in the middle, and a de-dense zone at the top; in step 4, bolt spacing and quantity variables are set at the section level, and the bolt arrangement of each section is jointly optimized under the additional constraint of ensuring overall deformation coordination.

5. The method according to any one of claims 1 to 4, characterized in that, The output results in step 5 include at least: 1) a recommended scheme aimed at saving steel, characterized in that it meets the following criteria: , The following are the recommended schemes: 1) Minimize the total number of bolts; 2) Maximize the ductility coefficient or hysteretic energy consumption index under the specified upper limit of steel usage; 3) Optimize the bolt distribution appropriately on the basis of not being lower than the recommended configuration in the specification.

6. A computer device comprising a memory and a processor, wherein the memory stores a computer program executable on the processor, characterized in that, When the processor executes the computer program, it implements the prefabricated wall panel bolt spacing and arrangement optimization design method according to any one of claims 1 to 5.

7. A computer-readable storage medium having a computer program stored thereon, wherein the computer program, when executed by a processor, implements the precast wall panel bolt spacing and arrangement optimization design method according to any one of claims 1 to 5.

8. A building structure design system, characterized in that, include: The structural modeling module is used to create a prefabricated shear wall structure model based on engineering input parameters and identify each prefabricated wall panel unit. The response surface invocation module is used to retrieve the bearing capacity reduction ratio and inter-story drift angle response surface or regression model corresponding to the type and design parameters of the precast wall panel from the preset database; the optimization solution module is used to optimize the number and spacing of bolts for each precast wall panel under the target performance indicators and specification constraints set by the user. The result output module is used to generate a design outcome document containing bolt layout diagrams for each precast wall panel, a structural parameter table, and a set of recommended schemes. When the optimization solution module runs, it executes the method described in any one of claims 1 to 5.

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