A high-rise building-oriented intelligent anti-seismic structure optimization design method and system

Abstract

The application discloses a kind of intelligent anti-seismic structure optimization design method and system for high-rise building, it is related to high-rise building anti-seismic design technical field, including taking seismic intensity zoning, site category and fault distribution information, establish the working condition database considering multi-directional ground motion and soil-structure interaction in combination with ground motion time history and site survey parameters;Structure model is constructed in BIM platform and is imported frequency characteristics and load to generate preliminary design;Inter-story drift angle, floor acceleration, plastic rotation and energy dissipation ratio index are set in the model, construct seismic performance comprehensive function, set constraint according to specification limit, convert structure model into optimization problem, realize optimization design by iteratively calling working condition database and automatically correcting key component parameters and damping arrangement.The method described in the application realizes the structure optimization design of high-rise building under multi-directional seismic action by establishing seismic working condition database, parameterized structure modeling and performance function constraint.

Description

Technical Field

[0001] This invention relates to the field of seismic design technology for high-rise buildings, specifically to an intelligent seismic structural optimization design method and system for high-rise buildings. Background Technology

[0002] In recent years, with the rapid advancement of urbanization, the number of high-rise buildings has continued to grow, and their seismic design methods have been continuously researched and improved. Early seismic design of high-rise buildings was mainly based on static analysis and response spectrum methods given in codes, but these were insufficient to accurately reflect the non-stationarity of ground motion and site effects. Subsequently, seismic design based on time history analysis gradually became widespread, and soil-structure interaction (SSI) models were introduced to improve the prediction accuracy of dynamic response. Simultaneously, the application of BIM technology and parametric modeling methods has enabled the integration of building geometry, material properties, and load conditions onto a single platform, thereby automating the process from data input to model construction. In recent years, intelligent optimization algorithms and multi-objective decision-making methods have been increasingly applied to seismic structural design, enabling design schemes to achieve a comprehensive balance between safety, economy, and constructability.

[0003] Despite the progress made in seismic design, existing methods still have significant shortcomings. First, most existing seismic modeling methods are limited to single-directional ground motion or simplified seismic inputs, failing to comprehensively reflect the impact of multi-directional coupled ground motions on high-rise buildings, and particularly lacking a mechanism for deeply integrating SSI effects as input data with the structural model. Second, while existing structural modeling methods can achieve parametric modeling using BIM technology, most studies remain at the geometric and load levels, failing to introduce frequency characteristics and seismic condition databases in the initial modeling stage, leading to discrepancies between the model and the actual dynamic environment. Third, existing performance evaluation systems are mostly based on single or scattered indicators, lacking a unified comprehensive seismic performance function, making it difficult to quantify and differentiate inter-story drift angles, story accelerations, component ductility, and energy dissipation characteristics as a whole, resulting in a lack of clear convergence targets in the optimization process. Finally, existing optimization methods often focus only on improving a single objective or local solutions, failing to form an iterative mechanism combining global search and dynamic adjustment, and lacking a step for matrix comparison and visualization of multiple schemes after optimization. Summary of the Invention

[0004] In view of the above-mentioned problems, the present invention is proposed.

[0005] Therefore, the technical problem solved by this invention is that existing seismic design methods for high-rise buildings have problems such as incomplete seismic condition modeling, difficulty in accurately considering SSI effects, failure to deeply integrate frequency characteristics and dynamic input in the structural modeling stage, lack of a unified comprehensive function in the performance evaluation system, and how to achieve iterative updates of structural parameters and output multi-scheme evaluation results through intelligent optimization algorithms.

[0006] To address the aforementioned technical problems, this invention provides the following technical solution: an intelligent seismic structural optimization design method for high-rise buildings, comprising: acquiring seismic intensity zoning, site category, and fault distribution information of the high-rise building area; constructing a seismic condition input model by combining seismic network data and historical ground motion time histories; obtaining soil shear wave velocity, foundation bearing capacity, and amplification effect parameters through site surveys; forming a database considering multi-directional ground motion and soil-structure interaction; constructing a structural model in a BIM platform; importing frequency characteristics and load inputs from the seismic condition database to generate a preliminary design solution; and defining inter-story drift angle, story acceleration, and component plastic transformation parameters in the structural model. The system calculates seismic angle and energy dissipation ratio indices and constructs a comprehensive seismic performance function. Constraints are established using code limits and design boundaries. The parametric structural model is transformed into an optimizable problem for global search and local adjustment. In each iteration, the system updates the dynamic input by calling the working condition database and automatically corrects beam and column sections, shear wall thickness, core tube reinforcement, and damper arrangement in the structural model. After optimization, dynamic response simulations are performed on candidate schemes. The simulation results are compared with the performance index system, and a multi-scheme performance matrix is ​​generated. By comparing the performance of different design solutions in terms of displacement, acceleration, ductility, and energy dissipation using the multi-scheme performance matrix, the optimal and second-best design schemes are output.

[0007] As a preferred embodiment of the intelligent seismic structural optimization design method for high-rise buildings described in this invention, the seismic condition input model includes using the Kanai–Tajimi model to describe the seismic power spectral density, using the Lysmer–Kuhlemeyer model to determine the initial coefficient of foundation radiation damping, and incorporating the site shear wave velocity, overburden thickness, and liquefaction discrimination results into the soil-structure interaction analysis.

[0008] As a preferred embodiment of the intelligent seismic structural optimization design method for high-rise buildings described in this invention, the structural model constructed in the BIM platform includes beams, columns, shear walls, core tubes, foundation rafts, and damping devices; the damping devices are modeled parametrically using fractional-order energy dissipators.

[0009] As a preferred embodiment of the intelligent seismic structural optimization design method for high-rise buildings described in this invention, the seismic performance comprehensive function includes inter-story drift angle, top floor acceleration, component plastic rotation angle, and energy dissipation ratio; the energy dissipation ratio is output by the ratio of seismic input energy to energy dissipated by the energy dissipator.

[0010] As a preferred embodiment of the intelligent seismic structural optimization design method for high-rise buildings described in this invention, the specified limits and design boundaries include inter-story drift angle limits, vertex acceleration limits, component ultimate plastic rotation angles, and minimum energy dissipation ratios.

[0011] As a preferred embodiment of the intelligent seismic structural optimization design method for high-rise buildings described in this invention, the global search and local adjustment include calling the seismic condition database to update the dynamic input in each iteration, and automatically correcting the beam and column cross-sectional dimensions, shear wall thickness, core tube reinforcement ratio, and damper placement and quantity based on the updated dynamic response results, thereby forming a gradually converging parametric iterative process.

[0012] As a preferred embodiment of the intelligent seismic structural optimization design method for high-rise buildings described in this invention, the multi-scheme performance matrix includes dynamic response analysis of candidate schemes based on different seismic conditions, generating a multi-scheme performance matrix containing inter-story drift angle, top floor acceleration, component plastic rotation angle, and energy dissipation ratio.

[0013] Another objective of this invention is to provide an intelligent seismic structural optimization design system for high-rise buildings. This system can define inter-story drift angle, story acceleration, component plastic rotation angle and energy dissipation ratio in the structural model and construct a comprehensive seismic performance function, thus solving the problem that current seismic design methods for high-rise buildings fail to deeply integrate frequency characteristics and dynamic inputs during the structural modeling stage.

[0014] As a preferred embodiment of the intelligent seismic structural optimization design system for high-rise buildings described in this invention, it includes: a seismic condition modeling module, a structural modeling and performance constraint module, and an optimization iteration and result evaluation module; the seismic condition modeling module is used to collect regional seismic motion, site survey, and soil-structure interaction parameters, establish a multi-directional seismic condition database, and form input conditions; the structural modeling and performance constraint module is used to construct a parametric model of the high-rise building on a BIM platform, import loads and seismic conditions, define inter-story drift angle, acceleration, plastic rotation angle, and energy dissipation ratio performance indicators, and set code limits and design constraints; the optimization iteration and result evaluation module is used to adjust structural parameters through intelligent optimization algorithms, generate candidate schemes and perform multi-condition dynamic simulations, construct a multi-scheme performance matrix, compare different schemes, and select the optimal and suboptimal design schemes.

[0015] A computer device includes a memory and a processor, the memory storing a computer program, and the processor executing the computer program to implement a method for intelligent seismic-resistant structural optimization design of high-rise buildings.

[0016] A computer-readable storage medium having a computer program stored thereon, wherein the computer program, when executed by a processor, implements the steps of an intelligent seismic-resistant structural optimization design method for high-rise buildings.

[0017] The beneficial effects of this invention are as follows: The intelligent seismic structural optimization design method for high-rise buildings provided by this invention establishes a regional seismic condition model and a soil-structure interaction database, realizing the pre-integration of multi-directional seismic motion inputs, site amplification effects, and foundation dynamic characteristics, thereby ensuring that the inputs used for structural modeling are closer to the actual seismic environment. Based on this, a parametric high-rise building model is constructed using a BIM platform, and the frequency characteristics and load inputs from the seismic condition database are imported into the model, ensuring that geometric information, material properties, and dynamic boundary conditions are synchronously coupled. Simultaneously, by defining indicators such as inter-story drift angle, story acceleration, plastic rotation angle, and energy dissipation ratio, a unified seismic performance comprehensive function is constructed, and constraints are set in conjunction with code limits, transforming complex seismic performance requirements into calculable optimization objectives. Furthermore, this invention transforms the structural model into a multi-objective optimization problem, using a combination of global search and local iteration. In each round of calculation, the seismic condition database is called to update the dynamic input, and beam and column sections, shear wall thickness, core tube reinforcement, and damping arrangement are automatically corrected, achieving dynamic convergence and precise control of structural parameters. Finally, after optimization, multi-condition dynamic simulations and performance index comparisons are performed on the candidate schemes to establish a multi-dimensional performance matrix. This matrix is ​​used to compare the performance of different design solutions in terms of displacement, acceleration, ductility, and energy consumption, thereby providing optimal and suboptimal solutions. In summary, this invention constructs a complete design process covering seismic input modeling, structural parametric modeling, performance index constraints, optimization iteration, and result evaluation, ensuring the scientific and systematic nature of the design process. Attached Figure Description

[0018] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0019] Figure 1 The first embodiment of the present invention provides an overall flowchart of an intelligent seismic-resistant structural optimization design method for high-rise buildings. Detailed Implementation

[0020] To make the above-mentioned objects, features, and advantages of the present invention more apparent and understandable, specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of them. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort should fall within the protection scope of the present invention.

[0021] Example 1, referring to Figure 1 As one embodiment of the present invention, an intelligent seismic structural optimization design method for high-rise buildings is provided, comprising:

[0022] S1: Obtain seismic intensity zoning, site category, and fault distribution information for the high-rise building area. Combine the seismic network and historical ground motion time history to construct a seismic load case input model. Obtain soil shear wave velocity, foundation bearing capacity, and amplification effect parameters through site survey to form a database that considers multi-directional ground motion and soil-structure interaction. Construct a structural model in the BIM platform and import the frequency characteristics and load inputs from the seismic load case database to generate a preliminary design solution.

[0023] Furthermore, based on the seismic intensity zoning map, site category distribution map, and active fault distribution data of the area where the target high-rise building is located, the seismic hazard level of the region is determined. Acceleration time histories and response spectra matching the building location are then obtained by combining historical ground motion records from the National Seismic Network and local monitoring centers. Subsequently, an engineering geological survey is conducted on the site, collecting key parameters such as overburden thickness, soil shear wave velocity, foundation bearing capacity, and liquefaction criteria, thereby establishing the site amplification effect coefficient and foundation dynamic characteristics. To incorporate the dynamic effects of soil-structure interaction (SSI) during the working condition modeling stage, this invention proposes an improved SSI frequency domain solution formula based on the ground motion power spectrum and foundation impedance model. This formula is used to calculate the average inter-story drift angle evaluation of the target layer, thus providing accurate input for subsequent structural modeling and seismic performance constraints.

[0024] Specifically, the Kanai–Tajimi model is first introduced to describe the seismic power spectral density:

[0025]

[0026] Meanwhile, the initial coefficients of ground radiation damping are given using the Lysmer–Kuhlemeyer model:

[0027]

[0028] Based on this, it is improved into a unified solution formula for frequency-dependent SSI:

[0029]

[0030] Where the transfer function Based on the dynamic stiffness of the superstructure Foundation complex impedance and base – site input filter kernel Together they constitute:

[0031]

[0032] The dynamic stiffness of the superstructure includes the dispersion characteristics of fractional-order energy-dissipating devices:

[0033]

[0034] The complex impedance of the foundation-soil system includes stiffness hardening, radiation damping dispersion, and additional mass effects.

[0035]

[0036] Basic – Site Input Filter Kernel Characterization of High Frequency Roll-Off:

[0037]

[0038] in, For seismic power spectral density, It is the angular frequency. The calibration coefficient for the amplitude of bedrock white noise. For the main frequency of the venue, The site-equivalent damping ratio. This is the approximate coefficient for radiation damping. For soil density, For soil shear wave velocity, Based on the equivalent shear area This is the spectral domain average inter-story drift angle evaluation metric. The goal is to increase layer by layer. The frequency domain transfer function is the input to the target layer. Based on the input filter kernel of the site, For the dynamic stiffness of the superstructure. For the foundation complex impedance, This represents the initial stiffness of the superstructure. This is the loss factor of the superstructure. The equivalent mass of the superstructure. For viscous damping of the superstructure, The stiffness coefficient of the fractional-order energy dissipator. The characteristic time constant of a fractional-order energy dissipator. For fractional order, For the static stiffness of the foundation, The frequency for hardening of the foundation stiffness. For stiffness hardening order, The imaginary unit, This is the reference coefficient for ground-based radiation damping. The damping dispersion growth factor is... The frequency of damped growth inflection point. For the asymptotic value of the radiation-added mass, The low-frequency cutoff frequency is the added mass of radiation. This is the input filtering time constant.

[0039] when When the structural response is within the elastic range, the safety margin is sufficient; when When it is close to the specification limit, attention should be paid to the local structure; when When this occurs, it indicates the approaching yield front, and the response should be reduced by increasing structural stiffness or adding energy-dissipating devices; when... When this occurs, it indicates that a significant nonlinear response may occur, requiring comprehensive optimization of the structural layout, materials, and vibration reduction measures.

[0040] It should be noted that after completing the regional seismic condition modeling and SSI analysis database construction, this step first involves modeling the overall structural system of the high-rise building based on the BIM platform. The model must include key components such as beams, columns, shear walls, core tubes, foundation rafts, and damping devices, and be based on the output seismic power spectrum, site amplification factor, and soil-structure interaction transfer function. These frequency domain parameters are imported during the modeling phase to ensure that the dynamic characteristics of the structural model can accurately reflect the response under foundation-soil conditions. For the geometric information of high-rise buildings, this invention sets the floor height, bay width, floor plan, and aspect ratio using parametric methods. Combined with the load input set (self-weight, dead load, live load, and wind load), an iteratively updatable initial structural design solution is formed, laying the foundation for subsequent performance optimization.

[0041] In this parametric model, the component stiffness, damping, and mass distribution of the superstructure need to be equivalent to the frequency domain dynamic stiffness. For example, the equivalent stiffness of beam-column joints and shear walls needs to be corrected for the dynamic amplification effect under seismic loading when modeling, while the calibration parameters of the energy dissipation function are directly substituted into the viscous dampers and fractional-order energy dissipation devices. This ensures that the parameters in the preliminary design stage not only meet the static requirements of the specifications but also match the energy dissipation capacity calculated in the frequency domain. Furthermore, for the arrangement of the core tube and outer frame, this invention employs a modal condensation method to simplify the structure, allowing its dynamic characteristics to be dominated by lower-order principal modes, thus facilitating the connection with the output transfer function. Establish a direct mapping relationship.

[0042] After completing the preliminary modeling described above, this invention further constructs a multi-objective constraint system. The constraints not only include seismic performance indicators such as inter-story drift angle, vertex acceleration, and component plastic rotation angle, but also construction feasibility, material consumption, and economic efficiency as constraint boundaries. In this process, this invention particularly emphasizes the principle of "model-condition integration": all structural design parameters must be iteratively corrected using the regional structural condition database to ensure closed-loop coupling between the model's dynamic input, soil-structure interaction characteristics, and structural response. In this way, a parametric preliminary design system highly integrated with the structural condition model is formed.

[0043] S2: Define inter-story drift angle, story acceleration, component plastic rotation angle and energy dissipation ratio in the structural model, and construct a comprehensive seismic performance function. Establish constraints through code limits and design boundaries, transform the parametric structural model into an optimizable problem for global search and local adjustment. In each iteration, call the working condition database to update the dynamic input, and automatically correct the beam and column sections, shear wall thickness, core tube reinforcement and damper arrangement in the structural model.

[0044] Furthermore, after completing the parametric modeling and preliminary design, this step establishes a multi-level seismic performance index system for high-rise buildings based on the obtained regional seismic condition database and SSI transfer function, and constructs multi-dimensional constraints on this basis. The core of the performance indexes lies in quantitative indicators such as inter-story drift angle, story acceleration response, component plastic rotation angle, and overall structural ductility. These indicators can reflect both the overall dynamic performance of the structure and reveal the local stress behavior of key components. In establishing the index system, this invention combines standard limits with improved formula calculations, and uses a unified performance function for quantitative discrimination, thereby achieving the computability, comparability, and optimizability of the indicators.

[0045] Specifically, this invention defines a comprehensive seismic performance function:

[0046]

[0047] in, For the maximum inter-story displacement, For floor height, Acceleration at the top level It is the acceleration due to gravity. For the plastic rotation of key components, This is the ultimate plastic rotation angle of the component. The seismic input energy dissipation of energy-consuming devices. This represents the total energy input to the earthquake. The weighting coefficient for the inter-story drift angle index is used to measure the importance of inter-story drift in the comprehensive seismic performance function. The value is determined according to the design safety requirements and code limits. The weighting coefficient for the floor acceleration index is used to reflect the impact of floor acceleration on the overall performance evaluation. It is usually set with consideration of personnel comfort and secondary structure safety requirements. The weighting coefficient for the plastic rotation angle index of the component is used to represent the weight of the degree of ductility utilization of the key component in the performance function, so as to ensure that the plastic development of the structure is controlled within a reasonable range. The weighting coefficients for the energy dissipation ratio index are used to evaluate the ability of energy-dissipating devices or components to absorb seismic input energy, and reflect their contribution to the overall seismic toughness in the comprehensive function; through comparison with the output... The values ​​and modal condensation parameters are coupled for calibration. In this function, the first two terms reflect the overall displacement and acceleration levels of the structure, the third term reflects the degree of ductility utilization of local components, and the fourth term reflects the sufficiency of energy dissipation, thus ensuring the comprehensiveness of the evaluation system.

[0048] Regarding constraints, this invention sets dual constraints based on norms and optimization: firstly, ensuring that the inter-story drift angle does not exceed... Vertex acceleration does not exceed The plastic rotation angle of the key component is less than The energy dissipation ratio is not less than Secondly, while ensuring seismic safety, the amount of materials used, construction difficulty, and economic cost should be controlled. Mathematically, the constraints can be written as:

[0049]

[0050] in, The inter-story drift angle limit is specified in the standard (generally taken as 1 / 100 to 1 / 200). Acceleration limits are set for human comfort and secondary structural safety control. This represents the lower limit of the energy dissipation ratio (usually not less than 0.2). These constraints ensure that the design results not only meet the requirements of the national seismic design code but also maintain the economic rationality of the structural scheme during the optimization and iteration process.

[0051] Regarding the range and interpretation, when When it indicates that the structure is within a safe range; when When the state is close to the critical state, the parameters need to be adjusted through optimization algorithms; when This indicates that the design does not meet seismic performance requirements and must be corrected by changing the component arrangement or adding damping energy dissipation measures. In this way, the present invention normalizes complex multi-performance indicators into a single function. Furthermore, by employing constraints to achieve quantitative discrimination, the computational validity and engineering feasibility of the technical solution are ensured.

[0052] S3: After optimization, perform dynamic response simulation on the candidate schemes, compare the dynamic response simulation results with the performance index system, and generate a multi-scheme performance matrix. By comparing the performance of different design solutions in terms of displacement, acceleration, ductility and energy consumption through the multi-scheme performance matrix, the optimal and second-best design schemes are output.

[0053] Furthermore, after establishing the performance index system and constraints, this step enters the intelligent optimization stage of structural parameters. The core of this invention lies in transforming the complex seismic design problem of high-rise buildings into a solvable multi-objective optimization problem, and using intelligent iterative algorithms for global search and local correction, thereby obtaining a design scheme that achieves a comprehensive balance between safety, economy, and construction feasibility.

[0054] In terms of the optimization framework, this invention first sets an optimization objective set, including minimizing the inter-story drift angle and vertex acceleration of the structure under seismic conditions, maximizing energy dissipation capacity, reducing the probability of key components entering the plastic state, and controlling total cost and material consumption. Subsequently, this invention employs improved swarm intelligence algorithms (such as differential evolution, genetic algorithms, ant colony optimization, or particle swarm optimization) as the solution tool. Swarm intelligence algorithms can search in parallel in a high-dimensional parameter space, avoiding getting trapped in local optima through population updates and adaptive mutation mechanisms, making the iterative adjustment of structural parameters more consistent with the nonlinear complexity of engineering projects. Simultaneously, to ensure that the optimization process is consistent with engineering reality, this invention calls upon the seismic condition database and SSI model in each iteration, using the soil-structure interaction response at different frequencies as computational input, thereby ensuring that the optimization not only holds true under ideal conditions but also realistically reflects the impact of the site and foundation on the building's dynamic performance.

[0055] During iterative execution, each optimized solution is input into the parametric model, automatically updating beam and column sections, shear wall thickness, core tube reinforcement ratio, and the location and number of dampers. The updated model then uses a performance index system for evaluation. A solution is considered feasible when it simultaneously satisfies the constraints of inter-story drift angle, vertex acceleration, plastic rotation angle, and energy dissipation ratio. If the solution outperforms historical solutions under the multi-objective function, it is recorded as the current optimal solution. To accelerate convergence, this invention introduces a dynamic adaptation mechanism during iteration: when the algorithm fails to significantly improve performance indicators in multiple iterations, the search range is expanded by adjusting the mutation probability or crossover coefficient to avoid getting trapped in local optima; and as convergence approaches, the search step size is gradually reduced to improve the precision of the solution, making the final solution more engineering feasible.

[0056] In the optimization output stage, this invention not only provides a single optimal design solution but also retains multiple suboptimal solutions, displaying their differences under different seismic performance indices through a visualization platform. Designers can select the most suitable solution based on the key requirements of the actual project (such as the pursuit of safety margin, cost control, or construction period constraints). In this way, a closed-loop iteration from initial design to optimal solution is achieved, enabling the seismic design of high-rise buildings to no longer rely on experience or single code calculations, but instead possesses the characteristics of intelligent, systematic, and sustainable optimization, thereby significantly improving the seismic toughness of the structure and the overall engineering value.

[0057] It should be noted that after completing the optimization solution, this step enters the result evaluation and intelligent decision support stage. At this stage, this invention not only verifies the optimal solution obtained through optimization but also compares and analyzes multiple suboptimal solutions, thus providing structural designers with comprehensive reference data. Specifically, this invention first re-inputs the output candidate design schemes into the seismic condition database. By calling parameters such as seismic power spectrum, SSI model transfer function, and site amplification effect, it performs dynamic response simulations under multiple conditions and frequency bands to ensure that the optimized solution maintains stable seismic performance under different combinations of seismic actions. This process covers the verification of core indicators such as inter-story drift angle, peak acceleration, component plastic rotation angle, and energy dissipation ratio, avoiding engineering unavailability of optimization results due to algorithm convergence deviations or local decoupling.

[0058] During the evaluation process, this invention not only compares the numerical values ​​of individual indicators, but also compares the overall performance of different schemes through a comprehensive performance matrix. The performance matrix is ​​based on the established comprehensive performance function. At its core, displacement, acceleration, ductility, and energy consumption indicators are weighted and integrated, combined with optimization target weights, to form a two-dimensional or three-dimensional visualized performance space. In this way, designers can intuitively observe the balance between safety, economy, and constructability of different solutions. For example, some suboptimal solutions, while slightly inferior to the optimal solution in controlling inter-story drift angles, have advantages in material consumption and construction feasibility, making them more suitable for engineering environments with limited budgets or tight construction schedules.

[0059] Ultimately, this invention outputs evaluation results through an intelligent decision support platform. The platform integrates a performance matrix, risk warning prompts, and a visual comparison interface, providing designers with multi-level options for selecting solutions. Designers can not only directly adopt the optimal solution but also, based on actual engineering needs and the platform's risk warning prompts (such as automatically alerting potential safety hazards when a solution's energy consumption ratio approaches a critical value), choose more robust or cost-effective solutions. This approach ensures that the optimization results can be truly applied, realizing a fully closed-loop seismic structural design process from data acquisition, model building, performance constraints, optimization iteration to result evaluation. The final output of this invention is not merely a single calculation result, but a set of intelligent decision support systems with engineering guidance significance, making the seismic design of high-rise buildings more scientific, flexible, and practical.

[0060] Example 2, one embodiment of the present invention, provides an intelligent seismic structural optimization design method for high-rise buildings. In order to verify the beneficial effects of the present invention, scientific demonstration is carried out through economic benefit calculation and simulation experiments.

[0061] First, this experiment focuses on a 48-story, approximately 168-meter-high high-rise office building with a core-frame hybrid structural system. The site has a seismic fortification intensity of VIII, is composed of soft clay soil, and has a Vs30 of approximately 280 m / s, indicating the presence of near-field faults. The experiment begins by collecting information on seismic intensity zoning, site type, and fault distribution. Combined with seismic network ground motion records and historical ground motion histories, a seismic load case input model is established. Furthermore, the thickness of the overburden layer, foundation bearing capacity, and liquefaction assessment results are obtained through surveying to determine the site amplification factor. Based on this data, a regionalized seismic load case database considering multi-directional ground motion and soil-structure interaction (SSI) is created.

[0062] Subsequently, a parametric model of the high-rise building was constructed in the BIM platform. The model included beams, columns, shear walls, core tube, foundation raft slab, and the location of reserved dampers. The baseline scheme was designed according to the code response spectrum and served as a comparison. Another scheme did not consider SSI and treated the foundation as a fixed end, forming a "non-SSI-considered" comparison model. The third scheme introduced site flexibility and radiation damping parameters to generate a "SSI-considered input" model to reflect the actual soil-structure dynamic coupling effect. Based on this, different improvement paths were further proposed to address the performance deficiencies, including configuring viscous dampers on several floors ("adding dampers" scheme), tuning by increasing the core tube stiffness and reinforcement ratio ("core tube tuning" scheme), combining multiple improvement measures to form a comprehensive optimization model ("comprehensive optimization" scheme), and a "cost-first" model oriented towards material and cost control.

[0063] For each scheme, key indicators such as maximum inter-story drift angle, roof acceleration, number of plastic hinges, and energy dissipation ratio were defined and extracted, and quantified in conjunction with material quantities and cost indicators. All schemes underwent multi-directional, multi-time-history dynamic response simulations based on the same seismic input database to ensure comparability of results. Finally, a multi-scheme performance matrix, as shown in the table, was generated to compare the response characteristics and design parameter differences between different schemes.

[0064] Table 1 Experimental Data

[0065]

[0066] The table results show that, under the guidance of the code, the baseline design has a maximum inter-story drift angle of 1.80%, a roof acceleration of 4.8 m / s², 42 plastic hinges, and an energy dissipation ratio of 0.18. Without considering SSI, the inter-story drift angle increases to 2.10%, the roof acceleration rises to 5.2 m / s², the number of plastic hinges increases to 58, and the energy dissipation ratio decreases to 0.15. This indicates that ignoring SSI significantly underestimates the adverse effects of soil flexibility on the structural response. In contrast, considering SSI input reduces the maximum inter-story drift angle to 1.65%, the roof acceleration to 4.5 m / s², the number of plastic hinges to 35, and the energy dissipation ratio to 0.21. Furthermore, only minor adjustments to the column sections and shear wall thickness are required, demonstrating that introducing SSI in the initial design stage can effectively correct response predictions.

[0067] Among the improvement approaches, the "adding dampers" scheme performed exceptionally well, reducing the maximum inter-story drift angle to 1.25%, the roof acceleration to 3.9 m / s², the number of plastic hinges to 22, and the energy dissipation ratio to 0.32, demonstrating the effectiveness of dampers in vibration reduction and energy dissipation. The "core tube tuning" scheme increased the core tube reinforcement ratio to 2.8%, the shear wall thickness to 340 mm, the maximum inter-story drift angle to 1.30%, the roof acceleration to 4.1 m / s², the number of plastic hinges to 25, and the energy dissipation ratio to 0.28. This scheme significantly improved the overall structural stiffness, but it also increased the amount of steel and concrete used, raising the cost to 560 million yuan.

[0068] The "Comprehensive Optimization" scheme combines SSI input, damper configuration, and core tube tuning measures, further reducing the maximum inter-story drift angle to 1.05%, roof acceleration to 3.5 m / s², the number of plastic hinges to only 15, and the energy dissipation ratio to 0.40. Its overall performance surpasses all other schemes, while keeping material costs and expenses within a reasonable range, demonstrating the significant advantages of multi-parameter joint optimization. The "Cost-First" scheme, while maintaining basic safety, reduces steel consumption to 3520 tons, concrete usage to 27900 m³, and costs to 510 million yuan. It achieves a maximum inter-story drift angle of 1.20%, roof acceleration of 3.8 m / s², 20 plastic hinges, and an energy dissipation ratio of 0.30, indicating its suitability for cost-constrained projects.

[0069] In summary, the analysis shows that introducing SSI modeling can effectively improve the accuracy of dynamic response prediction. The configuration of viscous dampers and the tuning of the core tube each have their advantages in controlling different performance indicators. The comprehensive optimization scheme can achieve the optimal balance in terms of displacement control, acceleration suppression, ductility utilization and energy dissipation, demonstrating the creativity and novelty of the method of this invention in seismic design.

[0070] Example 3, one embodiment of the present invention, provides an intelligent seismic structural optimization design system for high-rise buildings, including a seismic condition modeling module, a structural modeling and performance constraint module, and an optimization iteration and result evaluation module.

[0071] The seismic load case modeling module is used to collect regional seismic motion, site survey, and soil-structure interaction parameters, establish a multi-directional seismic load case database, and generate input conditions. The structural modeling and performance constraint module is used to build a parametric model of a high-rise building on the BIM platform, import loads and seismic load cases, define inter-story drift angle, acceleration, plastic rotation angle, and energy dissipation ratio performance indicators, and set code limits and design constraints. The optimization iteration and result evaluation module is used to adjust structural parameters through intelligent optimization algorithms, generate candidate schemes, perform multi-load case dynamic simulations, construct a multi-scheme performance matrix, compare different schemes, and select the optimal and suboptimal design schemes.

[0072] If a function is implemented as a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of this invention, or the part that contributes to the prior art, or a part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods of the various embodiments of this invention. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0073] The logic and / or steps represented in the flowchart or otherwise described herein, for example, can be considered as a sequenced list of executable instructions for implementing logical functions, and can be embodied in any computer-readable medium for use by, or in conjunction with, an instruction execution system, apparatus, or device (such as a computer-based system, a processor-including system, or other system that can fetch and execute instructions from, an instruction execution system, apparatus, or device). For the purposes of this specification, "computer-readable medium" can be any means that can contain, store, communicate, propagate, or transmit programs for use by, or in conjunction with, an instruction execution system, apparatus, or device.

[0074] More specific examples (a non-exhaustive list) of computer-readable media include: electrical connections (electronic devices) having one or more wires, portable computer disk drives (magnetic devices), random access memory (RAM), read-only memory (ROM), erasable and editable read-only memory (EPROM or flash memory), fiber optic devices, and portable optical disc read-only memory (CDROM). Furthermore, computer-readable media can even be paper or other suitable media on which programs can be printed, because programs can be obtained electronically, for example, by optically scanning the paper or other media, followed by editing, interpreting, or otherwise processing as necessary, and then stored in computer memory.

[0075] It should be understood that various parts of the present invention can be implemented using hardware, software, firmware, or a combination thereof. In the above embodiments, multiple steps or methods can be implemented using software or firmware stored in memory and executed by a suitable instruction execution system. For example, if implemented in hardware, as in another embodiment, it can be implemented using any one or a combination of the following techniques known in the art: discrete logic circuits having logic gates for implementing logical functions on data signals, application-specific integrated circuits (ASICs) having suitable combinational logic gates, programmable gate arrays (PGAs), field-programmable gate arrays (FPGAs), etc. It should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the scope of the claims of the present invention.

[0076] It should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the scope of the claims of the present invention.

Claims

1. An intelligent seismic structural optimization design method for high-rise buildings, characterized in that, include: Information on seismic intensity zoning, site category and fault distribution in high-rise building areas is obtained. Seismic load input model is constructed by combining seismic network and historical ground motion time history. Soil shear wave velocity, foundation bearing capacity and amplification effect parameters are obtained through site survey. A database considering multi-directional ground motion and soil-structure interaction is formed. A structural model is constructed in BIM platform. Frequency characteristics and load inputs from the seismic load database are imported to generate preliminary design solution. In the structural model, the inter-story drift angle, story acceleration, component plastic rotation angle and energy dissipation ratio are defined, and a comprehensive seismic performance function is constructed. Constraints are established through code limits and design boundaries, and the parametric structural model is transformed into an optimizable problem for global search and local adjustment. In each iteration, the dynamic input is updated by calling the working condition database, and the beam and column sections, shear wall thickness, core tube reinforcement and damper arrangement are automatically corrected in the structural model. After optimization, dynamic response simulation is performed on the candidate schemes. The dynamic response simulation results are compared with the performance index system, and a multi-scheme performance matrix is ​​generated. By comparing the performance of different design solutions in terms of displacement, acceleration, ductility and energy consumption through the multi-scheme performance matrix, the optimal and second-best design schemes are output.

2. The intelligent seismic structural optimization design method for high-rise buildings as described in claim 1, characterized in that: The earthquake input model includes using the Kanai–Tajimi model to describe the seismic power spectral density, and using the Lysmer–Kuhlemeyer model to determine the initial coefficient of foundation radiation damping. The site shear wave velocity, overburden thickness, and liquefaction discrimination results are incorporated into the soil-structure interaction analysis.

3. The intelligent seismic structural optimization design method for high-rise buildings as described in claim 2, characterized in that: The structural model built in the BIM platform includes beams, columns, shear walls, core tubes, foundation rafts, and damping devices; The damping device is modeled using a fractional-order energy dissipator parameterization.

4. The intelligent seismic structural optimization design method for high-rise buildings as described in claim 3, characterized in that: The comprehensive seismic performance function includes inter-story drift angle, top floor acceleration, component plastic rotation angle, and energy dissipation ratio. The energy dissipation ratio is output as the ratio of the seismic input energy to the energy dissipated by the energy dissipator.

5. The intelligent seismic structural optimization design method for high-rise buildings as described in claim 4, characterized in that: The specified limits and design boundaries include inter-story drift angle limits, vertex acceleration limits, ultimate plastic rotation angle of components, and minimum energy dissipation ratio.

6. The intelligent seismic structural optimization design method for high-rise buildings as described in claim 5, characterized in that: The global search and local adjustment include updating the dynamic input by calling the seismic condition database in each iteration, and automatically correcting the beam and column cross-sectional dimensions, shear wall thickness, core tube reinforcement ratio, and damper placement and quantity based on the updated dynamic response results, thereby forming a gradually converging parametric iterative process.

7. The intelligent seismic structural optimization design method for high-rise buildings as described in claim 6, characterized in that: The multi-scheme performance matrix includes dynamic response analysis of candidate schemes based on different seismic conditions, generating a multi-scheme performance matrix containing inter-story drift angle, top-floor acceleration, component plastic rotation angle, and energy dissipation ratio.

8. A system employing the intelligent seismic structural optimization design method for high-rise buildings as described in any one of claims 1 to 7, characterized in that: It includes a seismic condition modeling module, a structural modeling and performance constraint module, and an optimization iteration and result evaluation module; The earthquake condition modeling module is used to collect regional seismic motion, site survey and soil-structure interaction parameters, establish a multi-directional earthquake condition database and form input conditions. The structural modeling and performance constraint module is used to build a parametric model of a high-rise building on the BIM platform, import loads and seismic conditions, define inter-story drift angle, acceleration, plastic rotation angle, energy dissipation ratio performance indicators, and set standard limits and design constraints. The optimization iteration and result evaluation module is used to adjust structural parameters through intelligent optimization algorithms, generate candidate schemes and perform multi-condition dynamic simulations, construct a multi-scheme performance matrix, compare different schemes and select the optimal and suboptimal design schemes.

9. A computer device comprising a memory and a processor, wherein the memory stores a computer program, characterized in that, When the processor executes the computer program, it implements the steps of the intelligent seismic-resistant structural optimization design method for high-rise buildings as described in any one of claims 1 to 7.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that, When the computer program is executed by the processor, it implements the steps of the intelligent seismic-resistant structural optimization design method for high-rise buildings as described in any one of claims 1 to 7.

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