A building anti-seismic information determination method, device and computer based on BIM

Abstract

The application relates to a BIM-based building seismic information determination method, device and computer. The method comprises the following steps: acquiring regional geological data, regional historical earthquake data and a building structure information model corresponding to a target building; performing seismic wave propagation path simulation on a building site corresponding to the target building according to the regional geological data and the regional historical earthquake data, to obtain building seismic wave field information; performing seismic excitation coupling simulation according to the building seismic wave field information and the building structure information model, to obtain component vibration response information; performing damage prediction analysis on each component in the target building according to the component vibration response information, to obtain each predicted component damage information; and analyzing the structural safety of the target building according to the predicted component damage information and the building structure information model, to obtain building seismic information corresponding to the target building. The method can realize fine and personalized safety design for specific buildings and complex sites.

Description

Technical Field

[0001] This application relates to the field of computer technology, and in particular to a method, apparatus and computer for determining seismic information of buildings based on BIM. Background Technology

[0002] Traditional building seismic information determination techniques primarily rely on historical seismic intensity, site conditions, and building type in the area where the building is located. This is combined with consulting national or local seismic design codes to determine the corresponding seismic fortification intensity and design parameters. Then, in conjunction with the building's structural form, recommended seismic structural measures and verification methods from the codes are used to conduct a preliminary assessment and design of the building's seismic capacity. However, traditional building seismic information determination techniques depend on codes and experience, making it difficult to achieve refined and personalized safety designs for specific buildings and complex sites. Summary of the Invention

[0003] Therefore, it is necessary to provide a BIM-based method, device, and computer for determining seismic information of buildings that can achieve refined and personalized safety design for specific buildings and complex sites, in order to address the above-mentioned technical problems.

[0004] Firstly, this application provides a BIM-based method for determining seismic information of buildings, including:

[0005] Obtain regional geological data and regional historical earthquake data corresponding to the target building, as well as obtain the building structure information model corresponding to the target building;

[0006] Based on the regional geological data and the regional historical earthquake data, the seismic wave propagation path of the building site corresponding to the target building is simulated to obtain the building seismic wave field information.

[0007] Based on the building's seismic wavefield information and the building's structural information model, a seismic excitation coupling simulation is performed on the target building to obtain component vibration response information.

[0008] Based on the vibration response information of the components, damage prediction analysis is performed on each component in the target building to obtain damage information of each predicted component.

[0009] Based on the damage information of each predicted component and the building structure information model, the structural safety of the target building is analyzed to obtain the seismic information of the target building.

[0010] Secondly, this application also provides a BIM-based device for determining building seismic information, comprising:

[0011] The data model acquisition module is used to acquire regional geological data and regional historical earthquake data corresponding to the target building, as well as to acquire the building structure information model corresponding to the target building.

[0012] The wavefield information analysis module is used to simulate the seismic wave propagation path of the building site corresponding to the target building based on the regional geological data and the regional historical earthquake data, and obtain the building seismic wavefield information.

[0013] The component response analysis module is used to perform seismic excitation coupling simulation on the target building based on the building seismic wavefield information and the building structural information model to obtain component vibration response information;

[0014] A damage prediction module is constructed to perform damage prediction analysis on each component in the target building based on the vibration response information of the components, and to obtain the damage information of each predicted component.

[0015] The building safety analysis module is used to analyze the structural safety of the target building based on the damage information of each predicted component and the building structural information model, and to obtain the seismic information of the target building.

[0016] Thirdly, this application also provides a computer, including a memory and a processor, wherein the memory stores a computer program, and the processor executes the computer program to implement any step of a BIM-based method for determining seismic information of buildings.

[0017] The aforementioned BIM-based method, device, and computer for determining building seismic resistance information systematically integrate the geological conditions and historical earthquake data of the target building's location, combined with the building's own structural information model. This allows for accurate simulation of seismic wave propagation paths within the building site, acquiring seismic wavefield information that truly reflects the building's stress state under seismic loads. Based on this, coupled simulation of the building structure and seismic excitation is performed to obtain dynamic responses at the component level, thereby achieving accurate prediction of the potential damage location, extent, and evolution trend of key components. Furthermore, the predicted component damage information is combined with the overall structural model to conduct structural safety assessments, comprehensively understanding the building's seismic resistance and weaknesses under different seismic scenarios. This enables refined and personalized safety design for specific buildings and complex sites, providing scientific, quantitative, and visualized decision-making basis for building seismic design, reinforcement strategy formulation, and emergency response, significantly improving building seismic performance and disaster prevention capabilities. Attached Figure Description

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

[0019] Figure 1 This is an application environment diagram of a BIM-based method for determining building seismic information in one embodiment.

[0020] Figure 2 This is a flowchart illustrating a BIM-based method for determining seismic information of buildings in one embodiment.

[0021] Figure 3 This is a flowchart illustrating a method for obtaining building seismic wavefield information in one embodiment;

[0022] Figure 4 This is a flowchart illustrating a method for obtaining path nonlinear response information in one embodiment;

[0023] Figure 5 This is a flowchart illustrating a method for obtaining path energy response information in one embodiment;

[0024] Figure 6 This is a flowchart illustrating a method for obtaining vibration response information of a component in one embodiment;

[0025] Figure 7 This is a flowchart illustrating a method for obtaining seismic wavefield information in one embodiment;

[0026] Figure 8 This is a flowchart illustrating a method for obtaining component vibration response information in another embodiment;

[0027] Figure 9 This is a flowchart illustrating a method for predicting component damage information in one embodiment.

[0028] Figure 10 This is a structural block diagram of a BIM-based seismic information determination device for buildings in one embodiment.

[0029] Figure 11 This is a diagram of the internal structure of a computer in one embodiment. Detailed Implementation

[0030] To make the objectives, technical solutions, and advantages of this application clearer, the following detailed description is provided in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the scope of this application.

[0031] This application provides a BIM-based method for determining building seismic information, which can be applied to, for example... Figure 1 In the application environment shown, terminal 102 communicates with server 104 via a network. A data storage system can store the data that server 104 needs to process. The data storage system can be integrated onto server 104, or it can be located in the cloud or on other network servers. Server 104 can be implemented using a standalone server or a server cluster consisting of multiple servers.

[0032] In one exemplary embodiment, such as Figure 2 As shown, a BIM-based method for determining seismic information of buildings is provided, and this method is applied to... Figure 1 Taking the server in the example, the explanation includes the following steps 202 to 210. Wherein:

[0033] Step 202: Obtain the regional geological data and regional historical earthquake data corresponding to the target building, as well as the building structure information model corresponding to the target building.

[0034] The target building can be a specific building object to be analyzed and evaluated, which usually includes basic information such as its geographical location, use (e.g., residential, office building), structural type and year of construction.

[0035] Among them, regional geological data can be geological environmental information related to the location of the target building, including stratigraphic distribution, soil type, foundation bearing capacity, groundwater level, lithological distribution and site type, etc.

[0036] Among them, regional historical earthquake data can be information on historical earthquake events recorded in the area where the target building is located, such as magnitude, epicenter location, seismogenic mechanism, focal depth, ground motion time history and frequency characteristics, etc.

[0037] Among them, the building structure information model can be a digital model that reflects the detailed composition and performance of the target building structure system. It usually includes information such as component geometry, material parameters, connection methods, load conditions and support system. It often exists in the form of BIM or finite element model and is used for structural analysis and response calculation.

[0038] Specifically, geological exploration data is used to obtain geological structural parameters of the target building's location as regional geological data, including soil type, stratigraphic distribution, and groundwater conditions. Seismic activity data for the region is extracted from earthquake monitoring agencies or historical record databases as regional historical earthquake data, such as earthquake magnitude, epicenter location, frequency distribution, and acceleration time history. Simultaneously, building structural information models of the target building are obtained through Building Information Modeling (BIM) or relevant design documents, including structural type, component materials, geometric dimensions, connection methods, and load distribution.

[0039] Step 204: Based on regional geological data and regional historical earthquake data, simulate the seismic wave propagation path of the building site corresponding to the target building to obtain the building seismic wave field information.

[0040] The building site can be the specific geographical area where the target building is located, and its geological conditions, topographic features and site response characteristics play a key role in the propagation of seismic waves and their impact on the building.

[0041] Among them, seismic wave propagation path simulation can be carried out by constructing a physical model containing geological information and inputting representative ground motion data to simulate the entire process of seismic waves propagating from the source to the building site, and outputting seismic wave field data that truly reflects the characteristics of ground motion.

[0042] Among them, the seismic wave field information of the building can be the ground motion response at different locations on the building site obtained by simulating the seismic wave propagation path, including time history data such as acceleration, velocity, and displacement.

[0043] Specifically, a three-dimensional geological model incorporating different stratigraphic structures, soil types, and underground discontinuities is established based on the acquired regional geological data. Representative seismic motion inputs (such as acceleration time histories or focal mechanism solutions) are selected or synthesized based on historical earthquake data. Subsequently, numerical simulation techniques such as the finite difference method (FDM), spectral element method (SEM), finite element method (FEM), higher-order discontinuity Galerkin method, smoothed particle hydrodynamics (SPH), and displacement discontinuity method (DDM) are used to simulate the propagation process of seismic waves under complex geological conditions. The effects of wave scattering, reflection, refraction, and attenuation are fully considered to accurately calculate the dynamic response of seismic waves at the foundation of the target building. Finally, the three-component seismic wave field information (acceleration, velocity, and displacement) of each location on the building site corresponding to the target building, varying with time, is output to form complete seismic wave field information.

[0044] Step 206: Based on the building's seismic wavefield information and the building's structural information model, perform seismic excitation coupling simulation on the target building to obtain the vibration response information of the components.

[0045] Among them, seismic excitation coupling simulation can take the building's seismic wave field information as input, combine it with the building's structural information model, carry out dynamic coupling analysis, simulate the stress and deformation behavior of the structure as a whole and at the component level under seismic action, and obtain the real performance of the building's response to seismic events.

[0046] Among them, the vibration response information of components can be the response data generated by various structural components (such as beams, columns, walls, etc.) of the building under seismic excitation, including internal forces (shear force, bending moment, etc.), displacement, velocity, acceleration, and stress and strain.

[0047] Specifically, seismic wavefield information of the building is used as seismic input and loaded onto the foundation nodes or ground boundaries of the building structural information model. A detailed structural dynamic analysis model incorporating material nonlinearity, geometric nonlinearity, and component connection characteristics is established. High-precision simulations of the overall stress and deformation process of the building under seismic loading are performed using dynamic time-history analysis methods (such as direct integration). The simulations measure the acceleration, displacement, internal forces (axial force, shear force, bending moment), and stress-strain responses of each structural component at different time points, with particular attention paid to the local response characteristics of key components such as beam-column joints, shear walls, and bracing systems. Damping models, soil-structure interaction (SSI) effects, and component hysteretic behavior can be introduced into the simulation process to more realistically reflect the dynamic performance of the structure under seismic excitation, thereby comprehensively obtaining the vibration response information of each component under seismic loading.

[0048] Step 208: Based on the vibration response information of the components, perform damage prediction analysis on each component in the target building to obtain the damage information of each predicted component.

[0049] Damage prediction analysis can be an analysis of the vibration response information of components, combined with material properties, ultimate bearing capacity of components and failure criteria, to assess the damage of each component under earthquake and predict its damage level and failure mode.

[0050] Among them, the predicted component damage information can be the result of damage prediction analysis, specifically reflecting the location, degree of damage (such as mild, moderate, and severe), damage type and temporal evolution of each component under seismic action, which is used to determine structural weaknesses and potential failure mechanisms.

[0051] Specifically, based on the vibration response information of each component (such as stress, strain, displacement, and energy dissipation), combined with the component's material performance parameters, stress characteristics, and service life, reasonable damage assessment criteria or damage models are constructed, such as the stress-strain threshold method based on limit states, the cumulative plastic deformation method, low-cycle fatigue life models, or damage mechanics models. The damage assessment criteria or damage models are used to predict and analyze the response evolution trend of components throughout the earthquake process, predicting data on whether they will reach yielding, cracking, failure, or functional failure, predicting damage data (such as minor damage data, moderate damage data, or severe damage data), and marking the specific component location and damage type (such as bending damage, shear failure, connection failure, etc.). Finally, damage assessment data and component damage distribution maps are generated as predicted component damage information.

[0052] Step 210: Based on the damage information of each predicted component and the building structure information model, analyze the structural safety of the target building to obtain the seismic information of the target building.

[0053] Among them, building seismic information can be a comprehensive assessment of the overall seismic performance of the target building after combining all analysis results, including structural safety analysis data, seismic capacity analysis data, failure mode, post-earthquake service function analysis data, and necessary reinforcement analysis data, supporting applications such as seismic design, disaster early warning, and emergency response.

[0054] Specifically, the predicted component damage information of each component is combined with the building structural information model. The damage status of each component, the overall stress path change of the structural system, and the reduction of structural redundancy are comprehensively considered. Structural reliability analysis, performance-based seismic assessment (PBEE), or vulnerability analysis based on failure modes are used to evaluate and analyze the overall stability, bearing capacity, and deformation capacity of the target building under different seismic intensities. During the analysis, factors such as the target building's functional level, post-earthquake repairability assessment, and progressive collapse risk determination can be introduced to analyze key failed components and potential weak links. The analysis also examines whether the structure meets the safety requirements of current seismic codes. Finally, all data, including structural safety analysis data, seismic capacity analysis data (such as inter-story drift angle, residual deformation, energy dissipation ratio, etc.), and post-earthquake availability rating, are output as the building seismic information corresponding to the target building.

[0055] The aforementioned BIM-based method for determining building seismic resistance information systematically integrates the geological conditions and historical earthquake data of the target building's location, combined with the building's own structural information model. This allows for accurate simulation of seismic wave propagation paths within the building site, obtaining seismic wavefield information that truly reflects the building's stress state under seismic loads. Based on this, coupled simulation of the building structure and seismic excitation is performed to obtain dynamic responses at the component level, thereby enabling precise prediction of the potential damage location, extent, and evolution trend of key components. Furthermore, the predicted component damage information is combined with the overall structural model to conduct structural safety assessments. This provides a comprehensive understanding of the building's seismic resistance and weaknesses under different seismic scenarios, enabling refined and personalized safety designs for specific buildings and complex sites. This provides scientific, quantitative, and visualized decision-making support for building seismic design, reinforcement strategy formulation, and emergency response, significantly improving building seismic performance and disaster prevention capabilities.

[0056] In one exemplary embodiment, such as Figure 3 As shown, based on regional geological data and historical earthquake data, seismic wave propagation path simulation is performed on the building site corresponding to the target building to obtain seismic wavefield information of the building, including steps 302 to 306. Wherein:

[0057] Step 302: Based on regional geological data and regional historical earthquake data, perform dual-domain particle-coupled wave simulation on the building site corresponding to the target building to obtain path nonlinear response information.

[0058] Among them, dual-domain particle-coupled wave simulation can be an algorithm that can efficiently simulate the propagation of earthquake wavelengths at a macroscopic scale, while accurately capturing the nonlinear behavior of soil or rock masses in local complex areas, such as fracture propagation, liquefaction, and shear zone formation.

[0059] Among them, path nonlinear response information can be dynamic response data caused by the nonlinear mechanical properties of the geological medium (such as stress softening, hysteresis energy dissipation, material failure, etc.) during the propagation of seismic waves along the building site. It usually includes time history records of phenomena such as waveform distortion, acceleration attenuation, shear band formation, strain concentration, etc. that occur in the propagation path of seismic waves.

[0060] Specifically, a geological model incorporating multi-scale information such as soil layers, faults, and bedrock is constructed based on regional geological data, and real or synthetic seismic motion inputs are set in conjunction with historical earthquake data. On this basis, a dual-domain particle coupling method (such as combining classical mesh methods (e.g., finite difference method) with meshless particle methods (e.g., smoothed particle hydrodynamics (SPH) or discrete element method (DEM)) is employed to perform high-precision simulation of seismic wave propagation in heterogeneous and nonlinear media. This method handles wave responses within continuous media while also capturing strongly nonlinear behaviors under complex geological conditions (e.g., soil liquefaction, strain softening, etc.), ultimately outputting information on the path nonlinear response of seismic waves during propagation, such as velocity, acceleration, and shear deformation time history curves.

[0061] Step 304: Based on regional geological data and regional historical earthquake data, perform structural discontinuous response coupling simulation on the building site corresponding to the target building to obtain path energy response information.

[0062] Among them, structural discontinuity response coupling simulation can be used to establish a numerical model containing natural or artificial geological discontinuities (such as faults, stratigraphic interfaces, soil-rock boundaries, etc.) in the building site, and simulate the process of seismic waves interacting with these discontinuous structures during propagation through contact dynamics or discontinuity element modeling techniques.

[0063] Among them, path energy response information can be a type of response data that describes how energy is transmitted, reflected, dissipated, and redistributed when seismic waves travel through a propagation path containing structural discontinuities. This includes information such as the total energy received per unit area in the path, reflected energy, transmitted energy, and dissipated energy at local structural discontinuities.

[0064] Specifically, based on regional geological data, key structural discontinuities in the building site are identified and modeled, such as faults, stratigraphic interfaces, soil-rock boundaries, and discontinuous strata. These discontinuities typically exhibit significant changes in mechanical properties, generating strong reflection, transmission, and scattering effects on seismic waves. Contact dynamics modeling methods or discontinuous interface elements (such as Cohesive Zone Models) are used to embed these discontinuities into a numerical simulation framework, with regional historical seismic data as excitation. This simulates the energy conversion and distribution changes caused by the interaction of seismic waves with these structural discontinuities during propagation. The simulation process captures phenomena such as partial reflection, local dissipation (e.g., energy loss due to frictional slip or rupture propagation), and transmitted waveform distortion at discontinuities, quantifying the spatiotemporal evolution of input, dissipated, and reflected energy along the path. The final output path energy response information represents the mechanism of energy coupling and local attenuation when seismic waves propagate through complex geological structures.

[0065] Step 306: Fuse path nonlinear response information and path energy response information to obtain building seismic wavefield information.

[0066] Specifically, the path nonlinear response information and path energy response information undergo unified processing in both spatial and temporal dimensions, including coordinate system transformation, time synchronization, and data scale normalization, to ensure the consistency and comparability of information fusion. Subsequently, a fusion algorithm model is established, such as response field joint estimation based on Bayesian inference, modal decomposition reconstruction, multiphysics coupling simulation, or machine learning-driven wavefield prediction methods. This model couples the dynamic characteristics of stress waveform distortion and soil softening in the path nonlinear response information with the energy transfer characteristics of wave impedance differences, reflection loss, and local dissipation in the path energy response information. The fusion algorithm model not only preserves the actual impact of nonlinear behavior in the local path on waveform propagation but also synchronously reflects the evolution of seismic energy in complex geological structures. This leads to the construction of a seismic wavefield information field covering the entire building site with high spatial resolution and high dynamic accuracy, yielding building seismic wavefield information that can be used for structural excitation, including the time histories and spatial distribution of the three components of acceleration, velocity, and displacement.

[0067] In this embodiment, by conducting dual-domain particle-coupled wave simulation and structural discontinuity response coupling simulation separately in the building site, the dynamic distortion effect of seismic waves during propagation in nonlinear geological media and the energy reflection, transmission, and dissipation behavior on geological discontinuous structures can be accurately captured. This allows for the fusion of high-fidelity seismic wavefield information that includes material nonlinear response characteristics and energy propagation properties. This significantly improves the physical accuracy and site adaptability of ground motion simulation, providing more realistic and engineering-guiding seismic input for subsequent seismic analysis of building structures, effectively enhancing the scientific rigor and accuracy of building seismic performance assessment.

[0068] In one exemplary embodiment, such as Figure 4 As shown, based on regional geological data and regional historical earthquake data, a two-domain particle-coupled wave simulation is performed on the building site corresponding to the target building to obtain path nonlinear response information, including steps 402 to 408. Wherein:

[0069] Step 402: Based on regional geological data, the building site corresponding to the target building is divided to obtain the building site particle domain and the building site continuous elastic domain.

[0070] The building site particle domain can be a region within the entire building site that exhibits significant nonlinear or large deformation behavior, defined based on geological characteristics, such as loose fill, weak interlayers, and fault zones. These regions are not suitable for modeling using traditional mesh methods; therefore, they are simulated using meshless particle methods (such as SPH) to capture complex seismic response characteristics such as yielding, failure, and liquefaction.

[0071] The continuous elastic domain of a building site can be a portion of the site with relatively linear mechanical response, homogeneous material, and small deformation, such as intact rock strata or stable deep soil. Within these regions, seismic wave propagation can be approximated as occurring in a continuous elastic medium, making it suitable for simulation using high-precision gridded numerical methods such as the finite element method or higher-order discontinuous residual methods.

[0072] Specifically, based on regional geological data analysis of the geological exploration data of the building site, including borehole data, seismic wave velocity profiles, stratigraphic distribution maps, soil layer thickness, and engineering geological profiles, the physical and mechanical properties of different geological units are clarified. Then, based on the strain-stress curves, modulus degradation characteristics, and historical seismic response data of the soil or rock strata, adjustments should also be made considering the foundation depth, location of underground structures, and boundary contact characteristics to ensure that different domains have reasonable physical coupling conditions at the dynamic boundaries. Finally, areas with significant nonlinear response characteristics (such as loose fill, weak interlayers, and fault fracture zones) are identified and designated as "building site particle domains" for simulation of their large deformation and nonlinear behavior using smoothed particle hydrodynamics (SPH). Areas with linear response, controllable deformation, and uniform wave velocity (such as intact rock strata or deep stable soil layers) are designated as "building site continuous elastic domains" for wave simulation using continuous medium theory.

[0073] Step 404: Based on historical earthquake data of the region, perform smooth particle fluid dynamics simulation on the particle domain of the building site to obtain nonlinear information of the particle domain path.

[0074] Among them, smooth particle hydrodynamic simulation can be a meshless numerical method based on the Lagrangian framework. By discretizing the physical field into particles and using kernel functions to interpolate the interactions between particles, the dynamic equations of the continuous medium can be solved. This method is particularly suitable for handling strongly nonlinear, large deformation, fracture, and free surface flow problems, and can effectively reproduce complex phenomena such as soil failure, liquefaction, and shear softening in seismic wave propagation simulation.

[0075] Among them, the nonlinear information of the particle domain path can be dynamic data obtained in the particle domain through smooth particle hydrodynamic simulation, reflecting the nonlinear response of the medium during the propagation of seismic waves, including velocity, displacement, stress, strain evolution, shear band formation, local failure modes, etc.

[0076] Specifically, the soil or rock mass within the particle domain of the building site is discretized into a set of interacting particle units. Each particle carries physical quantities such as mass, velocity, stress, and strain. Seismic motion time histories extracted from historical seismic data of the region are used as boundary inputs, applied to the bottom or sides of the model to simulate the entry of seismic waves. Then, smoothed particle hydrodynamics (SPH) is used to solve the momentum and mass conservation equations in continuum mechanics, calculating the nonlinear response process generated by inter-particle interactions in real time. This simulates strongly nonlinear behaviors in the soil, such as shear band formation, yield failure, liquefaction, pore pressure evolution, and particle slippage. Appropriate constitutive models (such as elastoplastic models, damage models, and saturated soil liquefaction models) are introduced during the simulation to reflect the true dynamic characteristics of the material. The final output of particle domain path nonlinear information includes velocity, displacement, stress-strain evolution, local energy dissipation, and failure modes.

[0077] Step 406: Based on historical earthquake data of the region, perform high-order discontinuous residual simulation on the continuous elastic domain of the building site to obtain the path information of the continuous elastic domain.

[0078] Among them, high-order discontinuous residual simulation can combine high-order finite element method with discontinuous weighted residual theory, allowing the solution function to be discontinuous at the element boundaries, and is suitable for simulating complex wave phenomena. This method can capture the propagation, reflection and high-frequency details of seismic waves with high precision in the continuous elastic domain, improving numerical stability and spatial resolution.

[0079] Among them, the continuous elastic domain path information can be response data obtained in the continuous elastic domain through high-order discontinuous residual simulation, including time history information of multiple field variables such as velocity, displacement, and stress generated during the propagation of seismic waves. It is mainly used to characterize the propagation path and energy distribution of seismic waves in elastic media.

[0080] Specifically, based on a gridded model of a continuous elastic domain of the building site, the rock strata boundaries, material properties (such as density, elastic modulus, and Poisson's ratio), and interlayer structural characteristics are clearly defined. Historical ground motion data are then loaded onto the model boundaries as time history inputs. The elastic wave control equations are solved with high precision using a high-order discontinuous residual method (such as the high-order discontinuous Galerkin method). During the solution process, high-order polynomial approximations are used within each element, while allowing discontinuities between elements. This addresses complex boundary conditions, reflection and transmission phenomena during wave propagation, and effectively captures high-frequency wave characteristics and local waveform details. The anisotropy and geometric irregularities of the material are also considered during the solution process to ensure the physical realism of seismic wave propagation in the continuous medium. The final output of the continuous elastic domain path information includes the velocity, acceleration, displacement time history response, and wave energy distribution at different spatial nodes.

[0081] Step 408: At the coupling boundary between the particle domain and the continuous elastic domain of the building site, according to the stress-velocity mixing condition, the nonlinear path information of the particle domain and the path information of the continuous elastic domain are fused to obtain the nonlinear path response information.

[0082] The coupling boundary can be the boundary region between the particle domain and the continuous elastic domain, where the physical information exchange between two different calculation methods (such as SPH and DGR) needs to be realized.

[0083] The stress-velocity mixing condition can be a boundary treatment method for transferring dynamic information between the particle domain and the continuous domain at the coupling boundary. This condition requires that stress continuity (e.g., the stress output by the particle domain matches the stress calculated by the continuous domain) and velocity compatibility (e.g., no jumps in the velocity field) be satisfied at the boundary simultaneously, thereby achieving a physically reasonable and numerically stable coupled response.

[0084] Specifically, a coupling boundary is set at the interface between the two domains, the geometric relationship between the corresponding particle nodes and the continuous medium mesh nodes is identified, and data mapping rules are established. A stress-velocity hybrid boundary condition is used as the coupling criterion, ensuring dynamic consistency between the stress tensor calculated in the particle domain and the velocity field calculated in the continuous domain at the boundary. The unstructured data field of the particle domain is projected onto the continuous domain mesh through interpolation or a smoothing kernel function, while the velocity response of the continuous domain is fed back to the particle domain. To avoid numerical instability and boundary reflection, a damped transition zone, a matching layer, or an energy-absorbing boundary is introduced to achieve force-velocity bidirectional coupling. Finally, by iteratively fusing the path response data from both domains, a spatially continuous, dynamically coordinated path nonlinear response information is obtained that retains both the nonlinear response characteristics of the particle domain and the wave propagation accuracy of the continuous domain.

[0085] In this embodiment, by dividing the building site into a particle domain and a continuous elastic domain, the smoothed particle hydrodynamics (SPH) method is used to simulate the nonlinear soft soil region, and a high-order discontinuous residual method is employed to perform refined wave analysis on the linear response region. This allows for the capture of strongly nonlinear deformation behavior and elastic wave propagation characteristics, respectively. High-precision coupling is achieved at the boundary between the two through stress-velocity hybrid conditions, ultimately obtaining path nonlinear response information that truly reflects the response mechanism of complex sites. This significantly improves the spatial resolution and physical reliability of seismic motion simulation, making it particularly suitable for heterogeneous geological sites and engineering scenarios with highly complex seismic responses. It provides more realistically meaningful basic input data for the refined seismic analysis of building structures.

[0086] In one exemplary embodiment, such as Figure 5 As shown, based on regional geological data and regional historical earthquake data, a structural discontinuity response coupling simulation is performed on the building site corresponding to the target building to obtain path energy response information, including steps 502 to 506. Wherein:

[0087] Step 502: Identify geological discontinuities in the building site based on regional geological data and regional historical earthquake data.

[0088] Among them, geological discontinuity areas can be geological structural units in the construction site that have abrupt changes in lithology or discontinuous mechanical properties, such as faults, unconformities in strata, joint zones, or fracture development zones. Due to their structural discontinuities, these areas will significantly affect stress transmission and energy distribution during the propagation of seismic waves.

[0089] Specifically, using regional geological data, including geological exploration borehole data, seismic wave velocity profiles, geological structure maps, remote sensing images, and geophysical measurement data, and employing seismic inversion imaging techniques (such as reflection seismic imaging and receiver function analysis) and artificial intelligence-assisted classification methods, high-resolution spatial positioning and classification of anomalous stratigraphic interfaces are performed. This systematically identifies the geological structure of the site, identifying areas with significant mechanical discontinuities such as lithological abrupt change zones, fault fracture zones, interlayer shear surfaces, and tectonic interfaces, thus determining the distribution of potential discontinuous structures. Simultaneously, by combining waveform anomalies, surface rupture zone distribution, and seismic damage distribution characteristics from regional historical seismic data, the spatial location and activity level of discontinuous bodies are further verified, thereby delineating the geometric boundaries, scale, and physical properties of geological discontinuous regions.

[0090] Step 504: Based on historical earthquake data of the region, simulate the response state of the discontinuity interface in the geological discontinuity area to obtain site discontinuity response information.

[0091] Among them, the response state of the discontinuous interface can be the dynamic behavior and physical changes exhibited by the geological discontinuity under seismic action, mainly including interface slippage, opening, closing, frictional energy dissipation, local fracture, etc.

[0092] Among them, the site discontinuity response information can be a set of dynamic data obtained by simulating the response state of the discontinuous interface, covering indicators such as slip, normal displacement, interface stress, frictional energy consumption, and energy release rate. This information reveals the energy conversion, path deflection, and local dissipation experienced by seismic waves when traversing geological discontinuities, and is an important basis for seismic wave field construction and damage mechanism identification.

[0093] Specifically, a physically representative mechanical model needs to be established within the identified geological discontinuity areas. This model may include a frictional contact model (such as a Coulomb friction model), a stick-slip model, or a bond-failure constitutive model to describe the slip, cracking, and closure behavior of the discontinuous interface under seismic wave action. Subsequently, historical ground motion data (such as seismic acceleration time histories) are used as excitations applied to the boundaries or source points of the simulation model. A higher-order discontinuous Galerkin algorithm is then used to dynamically solve the interaction process between the seismic wave and the discontinuous interface. The simulation captures the discontinuous responses of the discontinuous interface under seismic action, such as shear slip, normal opening, frictional energy dissipation, stress concentration, and slip zone expansion. The output response data includes slip time histories, opening and closing displacements, stress-displacement paths, and energy release rates. The resulting site discontinuity response information characterizes the dynamic behavior of geological discontinuities during earthquakes.

[0094] Step 506: Based on the interface state information between the discontinuous response information of the site and the continuous elastic domain path information, perform discontinuous coupling solution on the discontinuous response information of the site and the continuous elastic domain path information to obtain the path energy response information.

[0095] The interface state information can be a dataset of physical response relationships at the boundary between a geological discontinuity region and a continuous elastic domain, including stress continuity, displacement jumps, and energy flux changes at the contact interface. It is used to coordinate the response coupling between different mechanical models and serves as a bridge for constructing boundary conditions and exchanging information in discontinuous coupling solutions.

[0096] Discontinuous coupling solution is a multi-scale simulation method that uses a coupling mechanism between numerical methods and physical models to co-calculate nonlinear responses (such as slip and rupture) in geological discontinuities with wave responses in the surrounding continuous medium. This process ensures energy conservation and physical consistency, realistically reflecting the reflection, transmission, dissipation, and accumulation effects of seismic waves propagating in complex structures, and thus outputting path energy response information.

[0097] Specifically, a unified interface state description system needs to be established between the geological discontinuity and the adjacent continuous elastic domain, clarifying the spatial correspondence of each node and the interaction mechanism between response variables (such as stress, displacement, and energy density). To achieve mechanical consistency and energy conservation, a coupled interface model is adopted, such as an interface variational form based on the principle of virtual work or energy matching, introducing a jump function to characterize the displacement difference of the discontinuity, and considering the influence of slip and cracking on the energy transfer path. In numerical implementation, a coupling strategy such as the hybrid finite element method, the Mortar method, or the interface tracking algorithm is adopted to solve the wave response of the continuous domain and the nonlinear slip response of the discontinuous interface in a coordinated manner. This allows the simulation process to capture the energy reflection, transmission, dissipation, and local accumulation phenomena caused by structural discontinuities during the propagation of seismic waves. The final output path energy response information includes the input energy, reflected energy, dissipated energy, and local energy density at each time and location.

[0098] In this embodiment, by accurately identifying geological discontinuities in the building site based on regional geological data and historical seismic data, and simulating their interface response under seismic loading, the energy reflection, transmission, and dissipation effects caused by discontinuous structures such as faults and joints on the seismic wave propagation path can be effectively captured. Furthermore, the discontinuous response and the continuous elastic domain response are coupled at the interface to form unified path energy response information, thereby significantly improving the adaptability of seismic wave propagation simulation to complex geological structures. This overall approach not only improves the accuracy and physical realism of energy response analysis but also provides a more scientific and reliable foundation for subsequent seismic motion input reconstruction and seismic performance assessment.

[0099] In one exemplary embodiment, such as Figure 6 As shown, based on the building's seismic wavefield information and structural information model, a seismic excitation coupling simulation is performed on the target building to obtain the vibration response information of the components, including steps 602 to 608. Wherein:

[0100] Step 602: Input the building seismic wave field information into the building structural information model, perform soil-structure coupling simulation on the target building, and obtain the initial response information of the structural components.

[0101] Among them, soil-structure coupling simulation can be a dynamic analysis method that comprehensively considers the interaction between the building structure and the underlying soil under seismic action. It usually solves the structural model and the foundation soil model together to realize the dynamic response simulation of the entire process of seismic wave propagation from the foundation to the superstructure. It can capture the modulation effect of foundation flexibility, wave propagation, energy dissipation and reaction force on the structural response.

[0102] The initial response information of structural components can be the dynamic response data generated by each structural component under seismic excitation after the initial loading of seismic wavefield information in the soil-structure coupled simulation. This includes acceleration, displacement, internal forces (shear force, bending moment, axial force), stress and strain, and inter-story drift angle. This information reflects the basic stress characteristics and response trends of the building under natural earthquake input and serves as the original data basis for seismic performance assessment.

[0103] Specifically, building seismic wavefield information is used as input seismic excitation and applied to the foundation nodes or ground interfaces of the building structural information model to construct a three-dimensional dynamic model (soil-structure interaction (SSI) model) reflecting the interaction between the target building and its foundation. This SSI model consists of the building structural information model and the soil response model, encompassing the geometry, material properties, and boundary connections of structural components, as well as the layering characteristics, shear wave velocity, damping characteristics, and nonlinear constitutive behavior of the site soil layers. The three components of ground motion data (acceleration, velocity, or displacement) from the building seismic wavefield information are applied to the bottom of the SSI model or the site boundary as input seismic excitation. Subsequently, soil-structure interaction analysis methods (such as the direct method or substructure method) are used, combined with explicit or implicit dynamic time history integration techniques, to simulate the entire process of seismic waves propagating from the underground to the superstructure in the soil-structure interaction (SSI) model, considering effects such as foundation flexibility, wave reflection, energy dissipation, and structural feedback. The response data of each structural component under seismic loading are calculated, including nodal displacement, inter-story deformation, internal force changes, component stress and strain, etc., so as to obtain the initial response information of the structural components of the building under the current seismic input conditions.

[0104] Step 604: Based on the initial response information of the structural components, predict the seismic risk trend of the target building to obtain seismic risk prediction data for the building.

[0105] Among them, seismic risk trend can be the development direction and failure evolution path of structural performance changes under current and potential seismic excitation. It not only describes whether the current components or structure meet the safety requirements, but also reflects the dynamic changes such as potential functional degradation, failure propagation, and weakening of system stability in future stronger or multiple earthquakes.

[0106] Among them, building seismic risk prediction data can be quantitative risk information derived from modeling or algorithm deduction based on the initial response and risk trend analysis results of the structure. This includes component failure probability, overall structural failure mode, functional loss level, post-earthquake availability level, and repair difficulty assessment, which are used to support seismic design optimization, pre-disaster reinforcement decision-making, and post-earthquake response strategy formulation.

[0107] Specifically, key response parameters of each structural component are extracted and statistically analyzed from the initial response information, including the maximum inter-story drift angle, peak axial force and bending moment, stress-strain path, cumulative plastic deformation, and energy dissipation index. These response characteristics are then integrated with preset structural performance limits or seismic performance grading standards (such as FEMA P-58, ATC-40, or the domestic "Guidelines for Seismic Performance Design of Buildings") to analyze data on yielding, cracking, or failure limits. Simultaneously, considering building use, importance level, and structural system redundancy, performance degradation path models or risk evolution curves for components and the overall structure are constructed. Data-driven methods, such as machine learning-based multi-classification models or Bayesian networks, can be introduced to probabilistically quantify component failure probabilities, structural system instability trends, and functional loss levels. Finally, seismic risk prediction data for the building is output, covering the failure probability of different components, potential failure data, overall post-earthquake usability data for the building, and recommended reinforcement data.

[0108] Step 606: Based on the building seismic risk prediction data, adjust the building seismic wavefield information to obtain the adjusted seismic wavefield information.

[0109] Adjusting the seismic wavefield information can be a new input wavefield formed by directional enhancement or correction of the original seismic ground motion data after analyzing the preliminary seismic response, in order to further reveal potential weak points in the building or to induce a more realistic failure mechanism. This adjustment can involve aspects such as the seismic ground motion spectrum, duration, and intensity distribution, with the aim of making the excitation more closely match the actual risk characteristics of the structure and improving the relevance and completeness of the structural simulation.

[0110] Specifically, the analysis of structurally weak points and high-risk components exposed in building seismic risk prediction data identifies their corresponding seismic response characteristics, such as frequency sensitivity, high energy input direction, or long-duration cumulative damage effects. Based on these analysis results, the original building seismic wavefield information undergoes target-oriented correction and enhancement processing. For example, spectral analysis identifies frequency ranges that excite weak component responses and enhances the energy input of corresponding frequency bands; seismic motion synthesis technology is used to adjust waveform morphology, increase wave packet density, or extend duration to simulate the combined excitation effect under extreme conditions; or strong earthquake records from representative earthquake scenarios are introduced to locally replace the wavefield; furthermore, iterative optimization algorithms (such as genetic algorithms or sensitivity analysis) can be used to achieve wavefield adjustment that maximizes the response of multiple components, making it more realistically reflect the response excitation conditions of potential structural risk points. The final adjusted seismic wavefield information is not only more engineering-specific and risk-sensitive, but can also excite the true limit behavior of components in subsequent structural dynamic analysis.

[0111] Step 608: Input the adjusted seismic wavefield information into the building structure information model, perform multi-component coupled dynamic response analysis on the target building, and obtain component vibration response information.

[0112] Among them, the coupled dynamic response analysis of multiple structural components can be a refined dynamic simulation method that considers the interaction between multiple components in the building structure, hysteretic energy dissipation, local damage accumulation and system nonlinear feedback mechanism, and performs full-process nonlinear time history analysis under adjusted seismic excitation.

[0113] Specifically, based on the building structural information model, a three-dimensional dynamic model is established that considers the coupling relationships between components, the nonlinear behavior of materials, and geometric nonlinearity. This includes detailed modeling of key components such as beams, columns, shear walls, nodes, and connectors, as well as nonlinear constitutive models applicable to different component types (such as the bilinear hysteresis model for reinforced concrete and the ideal elastoplastic model for steel structures). Subsequently, adjusted seismic wavefield information is input as multi-point seismic excitation to the building foundation or the bottom of the structure, and explicit or implicit dynamic time history analysis methods are used to perform nonlinear coupling solutions on the entire structural system. During the analysis, the synergistic effects of multiple components, the feedback influence of local damage on system stiffness, hysteretic energy dissipation, yield mechanism transfer, and the influence of dynamic loading history on the response path are considered. The simulation output includes displacement, acceleration, internal force, stress-strain time history, hysteresis curve, and energy dissipation data for each component throughout the entire process, thus forming complete component vibration response information.

[0114] In this embodiment, the building site is divided into a particle domain and a continuous elastic domain. The smoothed particle hydrodynamics (SPH) method and the higher-order discontinuous residual method are used to couple the simulation of the nonlinear and linear regions, respectively. A seamless connection is achieved at the boundary between the two domains using a stress-velocity hybrid condition. This effectively overcomes the limitations of traditional methods in handling complex geological sites, strongly nonlinear responses, and multi-scale wave propagation problems, significantly improving the accuracy and physical consistency of seismic motion simulation. It can realistically reflect the heterogeneous dynamic response of the building site under seismic loading, providing high-fidelity input data for structural seismic performance analysis, and has good engineering adaptability and practical application value.

[0115] In one exemplary embodiment, such as Figure 7 As shown, based on the building seismic risk prediction data, the building seismic wavefield information is adjusted to obtain adjusted seismic wavefield information, including steps 702 to 708. Wherein:

[0116] Step 702: Based on the building seismic risk prediction data, determine the response energy dissipation information and the location of the sudden change in response displacement for each component.

[0117] Among these, response energy dissipation information can be quantitative data on the seismic input energy consumed by a building structure under seismic excitation through the elastoplastic deformation, hysteretic behavior, and damping mechanisms of its components. This is typically expressed as indicators such as the area enclosed by the hysteresis curve of the component, the energy dissipation value per unit volume, and the total energy dissipation ratio. This information reflects the structure's energy absorption and dissipation capacity during vibration and is an important basis for identifying weak seismic components and assessing the risk of local damage.

[0118] Among them, the location of the change in response displacement can be the location where certain components or nodes inside the building structure undergo significant displacement changes under seismic action. It is usually characterized by a sharp increase in inter-story drift angle, a jump in node displacement, or an abnormal increase in deformation rate. These abrupt change points often indicate the occurrence of yielding, crack propagation, or component failure, and are high-risk areas in the dynamic response of the structure.

[0119] Specifically, based on the energy dissipation (such as plastic deformation energy and hysteretic energy dissipation) and displacement response characteristics of each component under the initial seismic response in the building seismic risk prediction data, areas of concentrated energy, severe dissipation, or abrupt deformation are identified. These areas typically represent weak points in the structure or potential failure locations, such as stories with sharply increased inter-story drift angles or areas of concentrated yielding members. Through time-space response curve analysis, energy integration methods, and fracture discrimination criteria, the response energy dissipation information and abrupt displacement locations of key structural members within a specific time period are extracted.

[0120] Step 704: Based on the energy dissipation information of each response and the location of each response displacement abrupt change, construct several virtual sub-sources in the target building.

[0121] Among them, several virtual sub-sources can be a series of artificially set local energy release sources based on high energy consumption or displacement abrupt change areas after analyzing the seismic response of the structure, used to simulate the dynamic disturbance of potential secondary excitation or stress concentration areas inside the structure during the earthquake. Each sub-source has a specific location, energy release, source mechanism and temporal characteristics, constituting a local supplement to the original seismic input.

[0122] Specifically, using the energy dissipation information and abrupt displacement locations of each response as the core regions, it is determined that these regions may experience local yielding, failure, or strong nonlinear responses under seismic loading, and thus analogous to the source excitation points. Subsequently, based on the energy dissipation and deformation rate of each key component, the magnitude (energy release), triggering time (based on response timing), waveform characteristics (high-frequency or low-frequency dominant), and propagation directionality of each corresponding virtual sub-source are determined. Each sub-source is assigned specific mechanical properties, such as source mechanism (shear rupture or tensile rupture), source time history (e.g., Ricker wave or synthetic acceleration pulse), and spatial location (local nodes or component boundaries), to physically reproduce the local stress concentration and energy release phenomena during the earthquake process.

[0123] Step 706: Simulate the seismic wave field information of each virtual sub-source generated in the target building.

[0124] The sub-source seismic wavefield information can be local ground motion data generated by the propagation of various virtual sub-sources within the building structure, including acceleration, velocity, displacement time history, wave energy density, and frequency characteristics. This information reflects the dynamic response caused by local energy release within the structure and can be used to adjust the original seismic wavefield, enhancing the excitation effect on key components and weak areas, thereby improving the accuracy of structural dynamic analysis and risk identification capabilities.

[0125] Specifically, each virtual sub-source is treated as an independent source input, assigned spatial coordinates, a source mechanism (such as shear slip or tension), a source time history function (such as Ricker wave, Poisson pulse, or composite acceleration function), and energy release parameters. Subsequently, based on a coupled dynamic model of the building structure, a high-precision wave simulation method (such as the spectral element method, finite difference method, or finite element-particle coupling method) is employed. The virtual sub-sources are treated as internal disturbance sources, and their wave response caused by propagation within the structural system is simulated in three dimensions. During the simulation, the non-uniformity of materials within the building, component connection conditions, reflection and scattering effects, and other actual structural characteristics must be considered to ensure that the wavefields of each sub-source possess local response characteristics and physical consistency. The resulting sub-source seismic wavefield information includes acceleration, velocity, displacement time history data, and wave energy density distribution along different propagation paths.

[0126] Step 708: Adjust the building seismic wavefield information based on the sub-source seismic wavefield information to obtain the adjusted seismic wavefield information.

[0127] Specifically, the original building seismic wavefield information is compared and analyzed with the seismic wavefield data simulated by each virtual sub-source to identify frequency bands, directions, or areas with insufficient energy that failed to fully excite the response of key components in the building seismic wavefield information. Then, through time-domain and frequency-domain fusion techniques, the sub-source seismic wavefield information is injected into the building seismic wavefield information in a weighted superposition or response enhancement manner. Specifically, time-history superposition, spectrum adjustment, energy matching methods, or field reconstruction algorithms based on Fourier superposition can be used. This allows the adjusted wavefield to spatially enhance the excitation capability of structurally weak areas, temporally preserve the characteristic timing of the sub-sources, and frequency-reflect the energy enhancement of frequency bands sensitive to local responses. Furthermore, to avoid non-physical interference, boundary transitions, phase continuity, and energy conservation should be controlled during the fusion process. The resulting adjusted seismic wavefield information retains the overall characteristics of the original ground motion while incorporating the local response characteristics excited by the sub-sources.

[0128] In this embodiment, by identifying high-energy-consumption areas and locations of sudden displacement changes based on building seismic risk prediction data, multiple virtual sub-sources are constructed inside the building. The resulting local seismic wavefields are simulated and then fused and adjusted with the original seismic wavefield information. This accurately compensates for insufficient excitation of critical structural weak points in the original seismic input. The effective introduction of secondary excitation effects corresponding to potential structural failure mechanisms makes the adjusted seismic wavefield more sensitive to local responses and more directional to structural risks, thereby improving the accuracy of the overall seismic simulation and the specificity of seismic analysis. This provides a more practical input basis for identifying high-risk components and providing early warning of seismic damage.

[0129] In one exemplary embodiment, such as Figure 8 As shown, the seismic wave field information is adjusted and input into the building structure information model to perform internal structural coupling simulation of the target building and obtain the vibration response information of the components, including steps 802 to 814.

[0130] in:

[0131] Step 802: Input the adjusted seismic wave field information into the building structure information model, perform liquid-structure coupling simulation on the target building, and obtain the initial response information of the liquid-solid components.

[0132] Liquid-structure coupling simulation can be a computational method that simulates the interaction between liquid media (such as pools, tanks, groundwater, etc.) and surrounding structures (walls, base plates, containers, etc.) under seismic excitation. It usually achieves synchronous dynamic response analysis of structure and liquid by jointly solving the liquid flow equation (such as Navier-Stokes) and the structure dynamic response equation.

[0133] Among them, the initial response information of liquid-solid components can be the dynamic response data of structural components (such as water tank walls, pool boundaries, hydraulic device shells, etc.) subjected to liquid fluctuations and dynamic pressure in liquid-structure coupling simulation. This includes stress, displacement, reaction force, deformation mode, and liquid-induced local vibration, etc., which are used to identify weak parts of the structure and key points for seismic resistance under liquid coupling.

[0134] Specifically, regions containing liquid media, such as water tanks, fire-fighting water storage tanks, underground water areas, and hydraulic facilities, are identified in the building structural information model, and a coupled model of the interaction between the liquid and the structural boundary is constructed. Using fluid-structure interaction numerical methods (such as the finite element-finite volume method or the ALE method), adjusted seismic wave field information is applied to the structural foundation or liquid boundary. By jointly solving the liquid flow equations (such as the Navier-Stokes method) and the structural dynamic response equations, the fluctuations of the liquid free surface, changes in dynamic pressure, and their reaction forces on the liquid-solid components such as structural walls and base plates under seismic loading are captured, obtaining the initial response information of the liquid-solid components, including characteristics such as local stress, deformation, wave reflection, and liquid-induced additional vibration.

[0135] Step 804: Use the initial response information of the liquid-solid component as the initial response information of the structural component, return to execute the step of predicting the seismic risk trend of the target building based on the initial response information of the structural component, and obtain the seismic risk prediction data of the building, until the adjusted seismic wave field information is obtained.

[0136] Specifically, the initial response information of the liquid-solid component is used as the initial response information of the structural component. The process is then returned to execute the steps of predicting the seismic risk trend of the target building based on the initial response information of the structural component, obtaining seismic risk prediction data of the building, and adjusting the seismic wavefield information of the building based on the seismic risk prediction data of the building, thereby obtaining the adjusted seismic wavefield information, and generating the updated adjusted seismic wavefield information.

[0137] Step 806: Input the adjusted seismic wavefield information into the building structure information model, perform underground-group structure coupling simulation on the target building, and obtain the initial response information of the group components.

[0138] Among them, the underground-group structure coupling simulation can be an analytical method that comprehensively considers the dynamic interaction between a single building and its underground parts (such as basement and foundation structure) as well as with surrounding buildings. Especially when seismic waves propagate through the soil layer and excite synchronous responses between multiple adjacent building structures, it can reveal the coordinated vibration, interference effects and coupling risks of building groups under resonance, wave propagation and foundation interaction.

[0139] Among them, the initial response information of the group components can be the response results of key components (such as group connection structure, foundation boundary, underground retaining wall, etc.) in each building unit under multi-point seismic input and group interaction in the underground-group structure coupling simulation, including vibration mode, phase difference, stress concentration area and synchronous or reverse motion trend, etc., which are used to evaluate the overall stability of the building group system and potential collaborative failure mechanism.

[0140] Specifically, the dynamic interaction between underground structures (such as underground parking garages, foundation rafts, and pile foundation systems) and adjacent buildings (building groups) is further identified in the building structural information model, constructing a coupled dynamic model of underground-building groups. A multi-structure collaborative simulation method is adopted, using adjusted seismic wavefield information as multi-point input to simulate the overall response of building groups with dynamic coupling effects. Considering wave propagation between underground structures, flexible transfer of foundation, and "collision" or resonance effects between structures, the initial response information of group components (such as underground enclosures and connecting passages) under seismic loading is calculated as the initial response information of the group components.

[0141] Step 808: Use the initial response information of the group components as the initial response information of the structural components, return to execute the step of predicting the seismic risk trend of the target building based on the initial response information of the structural components, and obtain the seismic risk prediction data of the building, until the adjusted seismic wave field information is obtained.

[0142] Specifically, the initial response information of the group components is used as the initial response information of the structural components. The process is to return to the execution step of predicting the seismic risk trend of the target building based on the initial response information of the structural components, obtaining seismic risk prediction data of the building, and adjusting the seismic wavefield information of the building based on the seismic risk prediction data of the building, obtaining the adjusted seismic wavefield information, and generating the adjusted seismic wavefield information after it is updated again.

[0143] Step 810: Input the adjusted seismic wavefield information into the building structure information model, perform degradation-collapse coupled simulation on the target building, and obtain the initial response information of component degradation.

[0144] Among them, degradation-collapse coupled simulation can be a dynamic analysis method to simulate the degradation of component performance and eventual local or overall collapse of a structure under repeated earthquake action or continuous excitation. By introducing material nonlinearity, damage evolution, constitutive degradation model and other means, it gradually simulates the behavior of the component from yielding to failure, and identifies the potential collapse chain and failure propagation path formed under continuous damage action.

[0145] Among them, the initial response information of component degradation can be the performance decline trend and damage precursors of key components in the early stage of earthquake action in degradation-collapse coupled simulation, such as stiffness attenuation rate, cumulative plastic deformation, connection fatigue degree, crack propagation rate, etc., which are used to predict whether the component has entered the instability boundary and to predict the possible collapse mechanism and the risk of overall structural failure.

[0146] Specifically, a component performance degradation mechanism (such as strength degradation, stiffness attenuation, and connection failure evolution) is introduced into the building structural information model, and a degradation-collapse coupled simulation model is constructed based on adjusted seismic wavefield information as input. This degradation-collapse coupled simulation model dynamically tracks the stiffness degradation, strength weakening, and potential instability paths of the structure under continuous strong earthquakes or long-term loading through nonlinear analysis and damage evolution models (such as fiber constitutive models and damage plasticity models). This captures the entire process of yielding, damage, and collapse of key components, and outputs initial degradation response information of the components, such as displacement ductility limit, connection failure probability, and overall instability critical state.

[0147] Step 812: Use the initial response information of component degradation as the initial response information of structural components, return to execute the step of predicting the seismic risk trend of the target building based on the initial response information of structural components, and obtain the seismic risk prediction data of the building, until the adjusted seismic wave field information is obtained.

[0148] Specifically, the initial response information of component degradation is used as the initial response information of structural components. The process returns to the execution step of predicting the seismic risk trend of the target building based on the initial response information of structural components to obtain seismic risk prediction data of the building, and adjusting the seismic wavefield information of the building based on the seismic risk prediction data of the building to obtain the adjusted seismic wavefield information, and generating the adjusted seismic wavefield information after it is updated again.

[0149] Step 814: Use the adjusted seismic wavefield information as the adjusted seismic wavefield information.

[0150] Specifically, after iterative analysis and wavefield correction through multiple paths such as liquid-solid coupling, group structure coupling, and degradation-collapse coupling, high-fidelity adjusted seismic wavefield information containing multi-physical coupling effects, multi-stage structural response characteristics, and targeted excitation mechanisms is finally obtained as adjusted seismic wavefield information.

[0151] In this embodiment, adjusted seismic wavefield information is sequentially input into the building structural information model to simulate structural responses under multiple physical mechanisms, including liquid-structure coupling, underground-mass structure coupling, and degradation-collapse coupling. The initial component response information obtained at each stage is iteratively used for seismic risk trend prediction and further wavefield correction, achieving full-process dynamic feedback modeling of building multi-source coupling effects, complex structural interactions, and ultimate performance degradation. This approach accurately captures the nonlinear influence of key risk mechanisms such as liquid impact, mass resonance, and degradation collapse on building seismic response, constructing seismic wavefield input data with more realistic coupling complexity and structural ultimate adaptability. This significantly improves the comprehensiveness, accuracy, and foresight of seismic analysis, providing scientific support for seismic resilience assessment and disaster prevention and control decisions.

[0152] In one exemplary embodiment, such as Figure 9 As shown, based on the vibration response information of the components, damage prediction analysis is performed on each component in the target building to obtain the damage information of each predicted component, including steps 902 to 908. Wherein:

[0153] Step 902: Extract the time history morphological features from the vibration response information of the component to obtain the component response waveform signal.

[0154] Among them, time history morphological feature extraction can be carried out by time series analysis of the dynamic response data of components under seismic excitation (such as displacement, velocity, acceleration, stress, strain, etc.), and extract its key morphological features, such as response peak, main vibration period, waveform duration, number of pulses, energy distribution, etc. through data processing technology.

[0155] Among them, the component response waveform signal can be a time series data set that reflects the dynamic response characteristics of the component throughout the earthquake process after time history extraction and preprocessing. It is usually expressed in the form of acceleration, displacement or strain, and has a clear time evolution process. It can be used for time-frequency analysis, anomaly detection and damage assessment.

[0156] Specifically, time history extraction is performed on key parameters (such as acceleration, velocity, displacement, stress, strain, etc.) in the vibration response information of components to identify their complete response history under seismic excitation. Then, signal processing techniques are used to preprocess the raw time history data, including denoising, smoothing, normalization, etc., and then the time history morphological features of the component vibration response, such as peak response, duration, dominant frequency range, waveform energy density distribution, etc., are extracted to form a standardized component response waveform signal.

[0157] Step 904: Perform joint time-frequency analysis on the component response waveform signal to obtain time-frequency analysis waveform data.

[0158] Joint time-frequency analysis can be a method that analyzes non-stationary signals simultaneously in the time and frequency domains. Commonly used techniques include short-time Fourier transform (STFT), wavelet transform (CWT), and empirical mode decomposition (EMD), which are used to reveal the frequency components and energy distribution of the component response signal at different time points. This helps to discover frequency drift or abnormal energy concentration caused by local component damage.

[0159] Among them, the time-frequency analysis waveform data can be the result of joint time-frequency analysis, usually presented in the form of a time-frequency two-dimensional spectrum, describing the characteristics of the component response signal at different time points, such as the main frequency change, bandwidth, and instantaneous energy. It is an important input for judging structural anomalies, extracting mutation behavior, and performing fault diagnosis.

[0160] Specifically, the component response waveform signal is input into a model that includes time-frequency analysis. Joint time-frequency analysis methods, such as Short-Time Fourier Transform (STFT), Continuous Wavelet Transform (CWT), and Hilbert-Huang Transform (HHT), are employed to obtain the evolution characteristics of the component response waveform signal in both time and frequency dimensions. The analysis results can be presented as a frequency-time spectrum or energy spectral density map, representing the non-stationary behaviors experienced by the component during the earthquake, such as frequency drift, enhanced resonance zones, and energy concentration areas, thus forming time-frequency analysis waveform data.

[0161] Step 906: Perform waveform mutation prediction on the time-frequency analysis waveform data to obtain component anomaly risk prediction data.

[0162] Among them, waveform mutation prediction can use algorithms to identify and predict the trend of rapid response changes that may occur in time-frequency data. It usually identifies abnormal mutation points in the signal through edge detection, singular value analysis, entropy analysis or machine learning models. These mutations are often associated with structural yielding, damage or functional degradation.

[0163] Among them, the component anomaly risk prediction data can be a quantitative anomaly index derived from the waveform mutation prediction results. It usually includes information such as the time of anomaly occurrence, severity, mutation frequency, and corresponding component ID. It is used to identify potential damage areas and high-risk components, and to provide a predictive basis for structural health monitoring and pre-disaster reinforcement.

[0164] Specifically, based on time-frequency analysis waveform data, mutation points or abnormal patterns in the time-frequency analysis waveform data are identified through mutation detection algorithms (such as edge detection, singular value mutation identification, mutation entropy analysis, or time-series mutation identification models based on convolutional neural networks). These mutation points are usually manifested as sudden frequency increases, sudden energy changes, or drastic changes in vibration modes, which can correspond to structural anomalies such as component yielding, fracture, and connection failure, forming component anomaly risk prediction data, including mutation time points, anomaly severity levels, and potential failure mode identifiers, which are used to determine whether there are signs of damage to the component.

[0165] Step 908: Based on the component abnormality risk prediction data, perform damage trend analysis on each component to obtain the predicted component damage information for each component.

[0166] Damage trend analysis can be based on abnormal risk data and structural performance degradation models to infer the evolution of damage processes that components may experience during vibration, including yield state judgment, damage level determination, failure mechanism identification and residual bearing capacity assessment, thereby forming component-level damage development curves for seismic safety assessment and rapid post-earthquake diagnosis.

[0167] Specifically, based on the component's abnormal risk prediction data, and combined with material performance degradation models, damage index methods (such as the Park-Ang index and cumulative plastic displacement index), or machine learning prediction models, a quantitative analysis of the component's damage evolution trend under the current excitation is performed. The analysis includes whether the component has reached the yield state, when plastic hinge formation is expected, the damage development rate, and the remaining load-bearing capacity. The final output of the predicted component damage information includes damage analysis data, spatial distribution location, and time-series evolution diagram.

[0168] In this embodiment, by extracting the time-history morphological features of the vibration response information of the components and combining it with a joint time-frequency analysis method, the dynamic response characteristics of the structure under seismic loading are accurately reconstructed. Furthermore, potential response anomalies are identified through waveform mutation prediction, and damage trend analysis is performed on the components. This achieves intelligent identification and prediction of the entire process from response signal to damage evolution. It can not only precisely capture minute precursors of damage and improve prediction accuracy, but also dynamically quantify the failure risk level and evolution path of components, providing efficient and reliable data support for structural health monitoring, post-earthquake rapid assessment, and early warning systems. This significantly enhances the intelligence and practicality of seismic safety analysis of building structures.

[0169] It should be understood that although the steps in the flowcharts of the embodiments described above are shown sequentially as indicated by the arrows, these steps are not necessarily executed in the order indicated by the arrows. Unless otherwise expressly stated herein, there is no strict order restriction on the execution of these steps, and they may be executed in other orders.

[0170] Based on the same inventive concept, this application also provides a BIM-based seismic information determination device for implementing the aforementioned BIM-based building seismic information determination method. In an exemplary embodiment, such as Figure 10 As shown, the device includes: a data model acquisition module 1002, a wave field information analysis module 1004, a component response analysis module 1006, a component damage prediction module 1008, and a building safety analysis module 1010. The solution provided by this device is similar to the solution described in the above method. Therefore, the specific limitations of one or more BIM-based building seismic information determination device embodiments provided below can be found in the limitations of a BIM-based building seismic information determination method described above, and will not be repeated here.

[0171] In one exemplary embodiment, a computer is provided, which may be a server, and its internal structure diagram may be as follows: Figure 11 As shown. The computer includes a processor, memory, input / output interfaces (I / O), and communication interfaces. Those skilled in the art will understand that... Figure 11 The structure shown is merely a block diagram of a portion of the structure related to the present application and does not constitute a limitation on the computer to which the present application is applied. A specific computer may include more or fewer components than those shown in the figure, or combine certain components, or have different component arrangements.

[0172] In one embodiment, a computer is also provided, including a memory and a processor, wherein the memory stores a computer program, and the processor executes the computer program to implement the steps in the above method embodiments.

[0173] In one embodiment, a computer-readable storage medium is provided storing a computer program that, when executed by a processor, implements the steps in the above method embodiments.

[0174] In one embodiment, a computer program product or computer program is provided, comprising computer instructions stored in a computer-readable storage medium. A computer processor reads the computer instructions from the computer-readable storage medium and executes the computer instructions, causing the computer to perform the steps described in the method embodiments above.

[0175] It should be noted that the user information (including but not limited to user device information, user personal information, etc.) and data (including but not limited to data used for analysis, data stored, data displayed, etc.) involved in this application are all information and data authorized by the user or fully authorized by all parties, and the collection, use and processing of the relevant data must comply with relevant regulations.

[0176] Those skilled in the art will understand that all or part of the processes in the above embodiments can be implemented by a computer program instructing related hardware. The computer program can be stored in a non-volatile computer-readable storage medium. When the computer program is executed, it can include the processes of the embodiments of the above methods.

Claims

1. A method for determining seismic resistance information of buildings based on BIM, characterized in that, The method includes: Obtain regional geological data and regional historical earthquake data corresponding to the target building, as well as obtain the building structure information model corresponding to the target building; Based on the regional geological data and the regional historical earthquake data, the seismic wave propagation path of the building site corresponding to the target building is simulated to obtain the building seismic wave field information. The building seismic wavefield information is input into the building structural information model, and soil-structure coupling simulation is performed on the target building to obtain the initial response information of the structural components. Based on the initial response information of the structural components, the seismic risk trend of the target building is predicted, and seismic risk prediction data of the building is obtained. Based on the building seismic risk prediction data, determine the response energy dissipation information and the location of the sudden change in response displacement for each component; Based on the energy dissipation information of each response and the location of each response displacement abrupt change, several virtual sub-sources are constructed in the target building; Simulate the seismic wave field information of each of the virtual sub-sources generated in the target building; Based on the seismic wavefield information of the sub-source, the seismic wavefield information of the building is adjusted to obtain the adjusted seismic wavefield information; the adjusted seismic wavefield information is used to enhance the local excitation of the weak areas corresponding to the response energy dissipation information and the response displacement abrupt change location while preserving the overall characteristics of the original ground motion. The adjusted seismic wavefield information is input into the building structure information model, and the multi-component coupled dynamic response analysis of the target building is performed to obtain the component vibration response information. The vibration response information of the component is subjected to time history morphological feature extraction to obtain the component response waveform signal; Perform joint time-frequency analysis on the component response waveform signal to obtain time-frequency analysis waveform data; Waveform mutation prediction is performed on the time-frequency analysis waveform data to obtain component anomaly risk prediction data; Based on the abnormal risk prediction data of the components, damage trend analysis is performed on each component to obtain the predicted component damage information for each component. Based on the damage information of each predicted component and the building structure information model, the structural safety of the target building is analyzed to obtain the seismic information of the target building.

2. The method according to claim 1, characterized in that, The step involves simulating the seismic wave propagation path of the building site corresponding to the target building based on the regional geological data and the regional historical earthquake data, to obtain the building's seismic wave field information, including: Based on the regional geological data and the regional historical earthquake data, a dual-domain particle-coupled wave simulation is performed on the building site corresponding to the target building to obtain path nonlinear response information. Based on the regional geological data and the regional historical earthquake data, structural discontinuity response coupling simulation is performed on the building site corresponding to the target building to obtain path energy response information. The building seismic wavefield information is obtained by fusing the path nonlinear response information and the path energy response information.

3. The method according to claim 2, characterized in that, The step involves performing a two-domain particle-coupled wave simulation on the building site corresponding to the target building based on the regional geological data and the regional historical earthquake data to obtain path nonlinear response information, including: Based on the regional geological data, the building site corresponding to the target building is divided to obtain the building site particle domain and the building site continuous elastic domain. Based on the historical earthquake data of the region, a smooth particle fluid dynamics simulation was performed on the particle domain of the building site to obtain the nonlinear information of the particle domain path. Based on historical earthquake data of the region, high-order discontinuous residual simulation is performed on the continuous elastic domain of the building site to obtain the continuous elastic domain path information. At the coupling boundary between the particle domain and the continuous elastic domain of the building site, the path nonlinear response information is obtained by fusing the path nonlinearity information of the particle domain and the path information of the continuous elastic domain according to the stress-velocity mixing condition.

4. The method according to claim 3, characterized in that, The step involves performing a structural discontinuous response coupling simulation on the building site corresponding to the target building based on the regional geological data and the regional historical earthquake data to obtain path energy response information, including: Based on the regional geological data and the regional historical earthquake data, geological discontinuity zones were identified in the construction site. Based on historical earthquake data of the region, the response state of the discontinuity interface in the geological discontinuity area is simulated to obtain site discontinuity response information. Based on the interface state information between the discontinuous site response information and the continuous elastic domain path information, the discontinuous site response information and the continuous elastic domain path information are discontinuously coupled and solved to obtain the path energy response information.

5. The method according to claim 1, characterized in that, The step of inputting the adjusted seismic wavefield information into the building structure information model, performing internal structural coupling simulation of the target building, and obtaining the vibration response information of the components includes: The adjusted seismic wavefield information is input into the building structure information model, and a liquid-structure coupling simulation is performed on the target building to obtain the initial response information of the liquid-solid components. The initial response information of the liquid-solid component is used as the initial response information of the structural component. The process returns to the step of predicting the seismic risk trend of the target building based on the initial response information of the structural component to obtain seismic risk prediction data of the building, until the adjusted seismic wave field information is obtained. The adjusted seismic wavefield information is input into the building structure information model to perform underground-group structure coupling simulation of the target building and obtain the initial response information of the group components. The initial response information of the group components is used as the initial response information of the structural components. The process returns to the step of predicting the seismic risk trend of the target building based on the initial response information of the structural components to obtain seismic risk prediction data of the building, until the adjusted seismic wave field information is obtained. The adjusted seismic wavefield information is input into the building structure information model, and a degradation-collapse coupled simulation is performed on the target building to obtain the initial response information of component degradation. The degradation initial response information of the component is used as the initial response information of the structural component. The process returns to the step of predicting the seismic risk trend of the target building based on the initial response information of the structural component to obtain seismic risk prediction data of the building, until the adjusted seismic wave field information is obtained. The adjusted seismic wavefield information is used as the adjusted seismic wavefield information.

6. A BIM-based device for determining building seismic resistance information, characterized in that, The device includes: The data model acquisition module is used to acquire regional geological data and regional historical earthquake data corresponding to the target building, as well as to acquire the building structure information model corresponding to the target building. The wavefield information analysis module is used to simulate the seismic wave propagation path of the building site corresponding to the target building based on the regional geological data and the regional historical earthquake data, and obtain the building seismic wavefield information. The component response analysis module is used to input the building seismic wavefield information into the building structural information model, perform soil-structure coupling simulation on the target building, and obtain the initial response information of the structural components. Based on the initial response information of the structural components, the seismic risk trend of the target building is predicted, and seismic risk prediction data of the building is obtained. Based on the building seismic risk prediction data, determine the response energy dissipation information and the location of the sudden change in response displacement for each component; Based on the energy dissipation information of each response and the location of each response displacement abrupt change, several virtual sub-sources are constructed in the target building; Simulate the seismic wave field information of each of the virtual sub-sources generated in the target building; Based on the seismic wavefield information of the sub-source, the seismic wavefield information of the building is adjusted to obtain the adjusted seismic wavefield information; the adjusted seismic wavefield information is used to enhance the local excitation of the weak areas corresponding to the response energy dissipation information and the response displacement abrupt change location while preserving the overall characteristics of the original ground motion. The adjusted seismic wavefield information is input into the building structure information model, and the multi-component coupled dynamic response analysis of the target building is performed to obtain the component vibration response information. A damage prediction module is constructed to extract time-history morphological features from the vibration response information of the component and obtain the component response waveform signal. Perform joint time-frequency analysis on the component response waveform signal to obtain time-frequency analysis waveform data; Waveform mutation prediction is performed on the time-frequency analysis waveform data to obtain component anomaly risk prediction data; Based on the abnormal risk prediction data of the components, damage trend analysis is performed on each component to obtain the predicted component damage information for each component. The building safety analysis module is used to analyze the structural safety of the target building based on the damage information of each predicted component and the building structural information model, and to obtain the seismic information of the target building.

7. A computer 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 method according to any one of claims 1 to 5.

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