Building anti-seismic information determination method and device based on BIM and computer

Abstract

The invention relates to a BIM (Building Information Modeling)-based building anti-seismic information determination method and device and a computer. The method comprises the following steps: acquiring regional geological data, regional historical seismic data and a building structure information model corresponding to a target building; according to the regional geological data and the regional historical seismic data, performing seismic wave propagation path simulation on a building site corresponding to the target building 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; according to the component vibration response information, performing damage prediction analysis on each component in the target building to obtain damage information of each predicted component; and according to the predicted member damage information and the building structure information model, analyzing the structure safety of the target building to obtain building anti-seismic information corresponding to the target building. By means of the method, refined and personalized safety design can be achieved for specific buildings and complex sites.

Description

Technical Field

[0001] The present application relates to the field of computer technology, and in particular to a method, device, and computer for determining building seismic information based on BIM. Background Art

[0002] Traditionally, building seismic information determination has primarily relied on the historical earthquake intensity, site conditions, and building type of the building, combined with national or local seismic design codes, to determine the appropriate seismic fortification intensity and design parameters. This is then combined with the building's structural form, using the seismic structural measures and verification methods recommended in the codes, to conduct a preliminary assessment and design of the building's seismic capacity. However, this traditional technology relies on codes and experience, making it difficult to implement refined and personalized safety designs for specific buildings and complex sites. Summary of the Invention

[0003] Based on this, it is necessary to provide a BIM-based building seismic information determination method, device and computer that can achieve refined and personalized safety design for specific buildings and complex sites to address the above technical problems.

[0004] In a first aspect, the present application provides a method for determining building seismic information based on BIM, comprising:

[0005] Acquiring regional geological data and regional historical earthquake data corresponding to a target building, and acquiring a building structure information model corresponding to the target building;

[0006] 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 seismic data to obtain building seismic wave field information;

[0007] performing a seismic excitation coupling simulation on the target building according to the building seismic wave field information and the building structure information model to obtain component vibration response information;

[0008] performing damage prediction analysis on each component in the target building according to the component vibration response information to obtain damage information of each predicted component;

[0009] According to 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 building seismic resistance information corresponding to the target building.

[0010] In a second aspect, the present application further provides a BIM-based building seismic information determination device, comprising:

[0011] A data model acquisition module is used to acquire regional geological data and regional historical earthquake data corresponding to a target building, and to acquire a building structure information model corresponding to the target building;

[0012] a wave field information analysis module, configured 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 building seismic wave field information;

[0013] A component response analysis module is used to perform seismic excitation coupling simulation on the target building based on the building seismic wave field information and the building structure information model to obtain component vibration response information;

[0014] Constructing a damage prediction module for performing damage prediction analysis on each component in the target building according to the component vibration response information to obtain 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 structure information model, and obtain the building seismic resistance information corresponding to the target building.

[0016] In a third aspect, the present application also provides a computer comprising a memory and a processor, wherein the memory stores a computer program, and when the processor executes the computer program, it implements any step of a method for determining building seismic resistance information based on BIM.

[0017] The aforementioned BIM-based method, device, and computer for determining building seismic information can accurately simulate the propagation path of seismic waves within a building site by systematically integrating the geological conditions and historical earthquake data of the target building's area, combined with the building's own structural information model. This allows for the acquisition of seismic wavefield information that truly reflects the building's stress state under earthquake action. On this basis, a coupled simulation of the building structure and seismic excitation is conducted to obtain the dynamic response at the component level, thereby enabling accurate prediction of the potential damage location, extent, and evolution trend of each key component. This predicted component damage information is further combined with the overall structural model to conduct a structural safety assessment, comprehensively understanding the building's seismic capacity and weak links under different earthquake scenarios. This allows for refined and personalized safety design for specific buildings and complex sites, helping to provide a scientific, quantitative, and visual basis for decision-making in building seismic design, reinforcement strategy formulation, and emergency response, significantly improving the building's seismic performance and disaster prevention capabilities. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] In order to more clearly illustrate the technical solutions in the embodiments of the present application or related technologies, the following briefly introduces the drawings required for use in the embodiments or related technical descriptions. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0019] Figure 1 A diagram illustrating an application environment of a method for determining building seismic information based on BIM in one embodiment;

[0020] Figure 2 1 is a flow chart of a method for determining building seismic information based on BIM in one embodiment;

[0021] Figure 3 1 is a flow chart of a method for obtaining building seismic wavefield information in one embodiment;

[0022] Figure 4 1 is a flow chart of a method for obtaining path nonlinear response information in one embodiment;

[0023] Figure 5 1 is a flow chart of a method for obtaining path energy response information in one embodiment;

[0024] Figure 6 1 is a flow chart of a method for obtaining component vibration response information in one embodiment;

[0025] Figure 7 A schematic flow chart of a method for adjusting seismic wavefield information in one embodiment;

[0026] Figure 8 A flow chart of a method for obtaining component vibration response information in another embodiment;

[0027] Figure 9 1 is a flow chart of a method for obtaining predicted component damage information in one embodiment;

[0028] Figure 10 1. A structural block diagram of a device for determining building seismic information based on BIM in one embodiment;

[0029] Figure 11 FIG. 1 is a diagram showing the internal structure of a computer in one embodiment. DETAILED DESCRIPTION

[0030] In order to make the purpose, technical solutions and advantages of this application more clear, the following further describes this application in detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain this application and are not intended to limit this application.

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

[0032] In an exemplary embodiment, Figure 2 As shown in the figure, a method for determining building seismic information based on BIM is provided. Figure 1 The server in FIG. 1 is taken as an example to illustrate the method, including the following steps 202 to 210. Among them:

[0033] Step 202: Acquire regional geological data and regional historical earthquake data corresponding to the target building, and acquire a building structure information model corresponding to the target building.

[0034] Among them, the target building can be a specific building object for analysis and evaluation, which usually includes basic information such as its geographical location, use (such as residential, office building, etc.), structural type and construction year.

[0035] Among them, regional geological data can be geological environment information related to the location of the target building, including stratum distribution, soil type, foundation bearing capacity, groundwater level, rock distribution and site category, 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, earthquake mechanism, focal depth, seismic motion time course and frequency characteristics.

[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, usually including information such as component geometric dimensions, material parameters, connection methods, load conditions and support systems. It often exists in the form of BIM or finite element models and is used for structural analysis and response calculations.

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

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

[0040] Among them, the building site can be the specific geographical area where the target building is located. Its geological conditions, terrain characteristics and site response characteristics play a key role in the propagation of seismic waves and their impact on buildings.

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

[0042] The building seismic wave field information may be the seismic motion response at different locations of 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 containing different stratigraphic structures, soil types, and underground discontinuities is established based on the acquired regional geological data, and representative seismic inputs (such as acceleration time histories or earthquake source 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), high-order discontinuous 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, fully considering the effects of wave scattering, reflection, refraction, and attenuation, and accurately calculating the dynamic response of seismic waves at the foundation of the target building. Ultimately, the three-component building seismic wave field information (acceleration, velocity, and displacement) of each location on the building site corresponding to the target building, which changes with time, is output to form complete seismic wave field information.

[0044] Step 206 : Perform earthquake excitation coupling simulation on the target building based on the building seismic wave field information and the building structure information model to obtain component vibration response information.

[0045] Among them, earthquake excitation coupling simulation can be to use the building seismic wave field information as input, combine it with the building structure 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 the action of earthquake, so as to obtain the true performance of the building's response to earthquake.

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

[0047] Specifically, building seismic wavefield information is loaded as seismic input into the foundation nodes or foundation boundaries of the building's structural information model, and a detailed structural dynamic analysis model is established that incorporates material nonlinearity, geometric nonlinearity, and component connection characteristics. Dynamic time-history analysis methods (such as the direct integration method) are used to perform high-precision simulations of the building's overall stress and deformation process under earthquake action. The acceleration, displacement, internal force (axial force, shear force, bending moment), and stress-strain response of each structural component at different time nodes are simulated, with particular attention paid to the local response characteristics of key components such as beam-column joints, shear walls, and support 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 information on the component vibration response under earthquake action.

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

[0049] Among them, damage prediction analysis can be an analysis of the vibration response information of the components, combined with material properties, component ultimate bearing capacity and failure criteria, to evaluate 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, which specifically reflects the damaged location, damage degree (such as mild, moderate, severe), damage type and its temporal evolution of each component under the action of earthquake, and is used to judge 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 material performance parameters, stress characteristics, and service life of the component, a reasonable damage judgment criterion or damage model is constructed, such as the stress-strain threshold method based on the limit state, the cumulative plastic deformation method, the low-cycle fatigue life model, or the damage mechanics model. Through the damage judgment criterion or damage model, the response evolution trend of the component during the entire earthquake process is predicted and analyzed, and the data of its yielding, cracking, destruction, or functional failure is predicted. Its damage data (such as slight damage data, moderate damage data, or severe damage data) is predicted, and the specific component location and damage type (such as bending damage, shear failure, connection failure, etc.) are marked. Finally, damage assessment data and component damage distribution maps are formed as predicted component damage information.

[0052] Step 210 : Analyze the structural safety of the target building based on the damage information of each predicted component and the building structure information model to obtain the building seismic resistance information corresponding to 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 modes, post-earthquake functional analysis data and necessary reinforcement analysis data, to support applications such as seismic design, disaster warning and emergency response.

[0054] Specifically, the predicted component damage information of each component is combined with the building structure information model, and the damage state of each component, the overall force path change of the structural system, and the reduction of structural redundancy are comprehensively considered. Structural reliability analysis, performance-based seismic evaluation (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 earthquake intensities. Factors such as the target building's functional level, post-earthquake repairability assessment, and progressive collapse risk determination can be introduced into the analysis process to analyze key failed components and potential weak links, and to analyze whether the structure meets the safety requirements of the current seismic code. Finally, all data including structural safety analysis data, seismic capacity analysis data (such as inter-story displacement 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 information systematically integrates the geological conditions and historical earthquake data of the target building's area, combined with the building's own structural information model, to accurately simulate the propagation path of seismic waves within the building site and obtain seismic wavefield information that truly reflects the building's stress state under earthquake action. On this basis, a coupled simulation of the building structure and seismic excitation is conducted to obtain the dynamic response at the component level, thereby accurately predicting the possible damage location, extent, and evolution trend of each key component. The predicted component damage information is further combined with the overall structural model to conduct a structural safety assessment, comprehensively understanding the building's seismic resistance and weak links under different earthquake scenarios. This allows for refined and personalized safety design for specific buildings and complex sites, helping to provide a scientific, quantitative, and visual decision-making basis for building seismic design, reinforcement strategy formulation, and emergency response, significantly improving the building's seismic performance and disaster prevention and control capabilities.

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

[0057] Step 302 : Based on regional geological data and 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.

[0058] Among them, dual-domain particle-coupled wave simulation can be a simulation algorithm that can efficiently simulate the distance propagation of seismic wavelengths on a macro scale, while accurately capturing the nonlinear behavior of soil or rock in local complex areas, such as crack expansion, liquefaction, shear band formation, etc.

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

[0060] Specifically, a geological model containing multi-scale information such as soil layers, faults, and bedrock is constructed based on regional geological data, and real or synthetic seismic inputs are set in conjunction with historical earthquake data. On this basis, a dual-domain particle coupling method (e.g., coupling a classical grid method (e.g., the finite difference method) with a meshless particle method (e.g., smoothed particle hydrodynamics (SPH) or discrete element method (DEM))) is employed to achieve high-precision simulation of seismic wave propagation in heterogeneous and nonlinear media. While processing the wave response within the continuous medium, it can also capture the strong nonlinear behavior under complex geological conditions (e.g., soil liquefaction and strain softening). Ultimately, the output is information about the nonlinear response of the seismic wave path during propagation, such as velocity, acceleration, and shear deformation time history curves.

[0061] Step 304 : Based on the regional geological data and the 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.

[0062] Among them, the coupled simulation of structural discontinuity response can be aimed at the natural or artificial geological structural discontinuities (such as faults, stratigraphic interfaces, rock-soil boundaries, etc.) existing in the construction site, establishing a numerical model containing these discontinuity surfaces, and simulating the interaction between seismic waves and these discontinuity structures during propagation through contact dynamics or discontinuity unit modeling technology.

[0063] Among them, path energy response information can be a type of response data that describes how the energy of seismic waves is transmitted, reflected, dissipated and redistributed when passing through a propagation path containing structural discontinuities, including 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 within the construction site are identified and modeled, such as faults, stratigraphic contacts, rock-soil boundaries, and discontinuities. These discontinuities typically exhibit significant variations in mechanical properties, resulting in strong reflection, transmission, and scattering effects on seismic waves. These discontinuities are embedded within a numerical simulation framework using contact dynamics modeling methods or discontinuity interface elements (e.g., cohesive zone models). Regional historical earthquake data is then input as excitation to simulate the energy conversion and distribution changes caused by the interaction of seismic waves with these structural discontinuities during propagation. This simulation captures phenomena such as partial reflection, local dissipation (e.g., energy loss due to frictional slip or rupture propagation), and transmission waveform distortion at discontinuities. It quantifies the spatiotemporal evolution of input, dissipated, and reflected energy along the path. The resulting output, path energy response information, represents the mechanisms of energy coupling and local attenuation as seismic waves propagate through complex geological structures.

[0065] Step 306: Fusing the path nonlinear response information and the path energy response information to obtain the building seismic wave field information.

[0066] Specifically, the path nonlinear response information and path energy response information are uniformly processed in spatial and temporal dimensions, including coordinate system conversion, time synchronization, and data scale normalization to ensure the consistency and comparability of information fusion. Subsequently, a fusion algorithm model is established, such as a joint estimation of the response field based on Bayesian reasoning, modal decomposition and reconstruction, multi-physics field coupling simulation, or a machine learning-driven wavefield prediction method. The dynamic characteristics of the path nonlinear response information, such as stress waveform distortion and soil softening, are coupled with the energy transfer characteristics of the path energy response information, such as wave impedance differences, reflection loss, and local dissipation. The fusion algorithm model not only retains the actual impact of the nonlinear behavior in the local path on waveform propagation, but also synchronously reflects the evolution process of seismic energy in complex geological structures. In turn, a seismic wavefield information field covering the entire building site with high spatial resolution and high dynamic accuracy is constructed, obtaining building seismic wavefield information that can be used for structural excitation, including the three-component time history of acceleration, velocity, and displacement and their spatial distribution.

[0067] In this example, by conducting dual-domain particle-coupled wave simulations and coupled structural discontinuity response simulations on a building site, the dynamic distortion effects of seismic waves propagating through nonlinear geological media and the energy reflection, transmission, and dissipation behaviors of geological discontinuities can be accurately captured. This fusion generates high-fidelity seismic wavefield information that incorporates both the material's nonlinear response characteristics and energy propagation properties. This significantly improves the physical accuracy and site adaptability of ground motion simulations, providing more realistic and engineering-focused seismic input for subsequent building structure seismic analysis, effectively enhancing the scientific nature and precision of building seismic performance assessments.

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

[0069] Step 402 : Divide the building site corresponding to the target building according to the regional geological data to obtain a building site particle domain and a building site continuous elastic domain.

[0070] The building site particle domain can be defined within the entire building site based on geological characteristics and includes areas with significant nonlinearity or large deformation behavior, such as loose fill, weak interlayers, and fault zones. These areas are not suitable for modeling using traditional meshing methods, so meshless particle methods (such as SPH) are used for simulation to capture complex seismic response characteristics such as yielding, failure, and liquefaction.

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

[0072] Specifically, the geological exploration data of the construction site, including borehole data, seismic velocity profiles, stratigraphic distribution maps, soil layer thickness, and engineering geological profiles, are analyzed based on regional geological data to clarify the physical and mechanical properties of different geological units. Then, based on the strain-stress curves, modulus degradation characteristics, and historical earthquake response data of the soil or rock layer, corrections are made, taking into account the buried depth of the building foundation, the location of the underground structure, and the boundary contact characteristics, to ensure that the different domains have reasonable physical coupling conditions at the dynamic boundary. Finally, the regions with significant nonlinear response characteristics (such as loose fill, weak interlayers, and fault fracture zones) are determined and designated as "construction site particle domains" for simulation of their large deformation and nonlinear behavior using smoothed particle hydrodynamics (SPH). Regions with linear response, controllable deformation, and uniform wave velocity (such as intact rock layers or deep stable soil layers) are designated as "construction site continuous elastic domains" for wave simulation using continuum theory.

[0073] Step 404 : Based on the regional historical earthquake data, a smoothed particle fluid dynamics simulation is performed on the particle domain of the building site to obtain nonlinear information of the particle domain path.

[0074] Smoothed particle hydrodynamics simulation is a meshless numerical method based on the Lagrangian framework. It solves the dynamic equations of a continuous medium by discretizing the physical field into particles and interpolating the interactions between the particles using kernel functions. This method is particularly suitable for dealing with strong nonlinearities, large deformations, fractures, and free-surface flow problems. It can effectively reproduce complex phenomena such as soil failure, liquefaction, and shear softening in seismic wave propagation simulations.

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

[0076] Specifically, the soil or rock mass within the particle domain of the construction site is discretized into a set of interacting particle units, each carrying physical quantities such as mass, velocity, stress, and strain. Ground motion time histories extracted from historical regional earthquake data are used as boundary inputs and applied to the bottom or sides of the model to simulate the entry of seismic waves. Smoothed particle hydrodynamics (SPH) is then used to solve the momentum and mass conservation equations in continuum mechanics. The nonlinear response resulting from interparticle interactions is calculated in real time, simulating strong nonlinear behaviors in the soil, such as shear band formation, yield failure, liquefaction, pore pressure evolution, and particle slip. Appropriate constitutive models (such as elastoplastic models, damage models, and saturated soil liquefaction models) are also introduced during the simulation process to reflect the material's true dynamic properties. The final output of nonlinear information on the particle domain path includes velocity, displacement, stress and strain evolution, local energy dissipation, and failure modes.

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

[0078] High-order discontinuous residual simulation combines high-order finite elements with discontinuous weighted residual theory, allowing for discontinuities in the solution function at element boundaries. This approach is suitable for simulating complex wave phenomena. This method can accurately capture the propagation, reflection, and high-frequency details of seismic waves in a continuous elastic domain, improving numerical stability and spatial resolution.

[0079] Among them, the continuous elastic domain path information can be the response data obtained in the continuous elastic domain through high-order discontinuous residual simulation, including the time history information of multiple field variables such as velocity, displacement, and stress generated during the propagation of seismic waves, which 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 the continuous elastic domain of the building site, the rock layer boundaries, material properties (such as density, elastic modulus, Poisson's ratio), and interlayer structural characteristics are clearly defined. Subsequently, historical seismic motion data are loaded as time history input on the model boundary, and the elastic wave governing equations are solved with high precision by adopting high-order discontinuous residual methods (such as high-order discontinuous Galerkin). During the solution process, high-order polynomial approximations are used within each unit, while allowing for discontinuities between units. This allows for handling 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 taken into account during the solution process to ensure the physical authenticity 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 of different spatial nodes.

[0081] Step 408 : At the coupling boundary between the particle domain and the continuous elastic domain of the building site, the particle domain path nonlinear information and the continuous elastic domain path information are fused according to the stress-velocity mixing condition to obtain the path nonlinear 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 is a boundary treatment method used to transfer dynamic information between the particle domain and the continuous domain at the coupled boundary. This condition requires that stress continuity (e.g., the stress output by the particle domain matches the stress calculated in the continuous domain) and velocity coordination (e.g., there are no jumps in the velocity field) be satisfied at the boundary, 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 continuum grid nodes is identified, and data mapping rules are established. A stress-velocity hybrid boundary condition is used as the coupling criterion, that is, at the boundary, the stress tensor calculated in the particle domain is guaranteed to maintain dynamic consistency with the velocity field calculated in the continuum domain. The unstructured data field in the particle domain is projected onto the continuum domain grid through interpolation or smoothing kernel functions, and the velocity response of the continuum domain is fed back to the particle domain. To avoid numerical instability and boundary reflections, damping transition zones, matching layers, or energy-absorbing boundaries are introduced to achieve bidirectional force-velocity coupling. Ultimately, by iteratively fusing the path response data of the two domains, a spatially continuous, dynamically coordinated path nonlinear response information is obtained that preserves both the nonlinear response characteristics of the particle domain and the wave propagation accuracy of the continuum domain.

[0085] In this embodiment, by dividing the building site into a particle domain and a continuous elastic domain, combining the smoothed particle hydrodynamics (SPH) method to simulate the nonlinear weak soil region, and using a high-order discontinuous residual method to perform refined wave analysis on the linear response region, the method can capture the strong nonlinear deformation behavior and elastic wave propagation characteristics separately. At the intersection of the two, high-precision coupling is achieved through a stress-velocity hybrid condition, ultimately obtaining path nonlinear response information that truly reflects the complex site response mechanism. 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, providing more realistic basic input data for the detailed seismic resistance analysis of building structures.

[0086] In an exemplary embodiment, 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.

[0087] Step 502: Identify geological discontinuities in the construction 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 with sudden changes in rock properties or discontinuous mechanical properties, such as faults, stratigraphic unconformity surfaces, joint zones or fissure development areas. Due to their structural discontinuities, these areas will significantly affect stress transfer and energy distribution during seismic wave propagation.

[0089] Specifically, regional geological data, including geological exploration drilling data, seismic wave velocity profiles, geological structure maps, remote sensing images and geophysical measurement data, are used, and seismic inversion imaging technology (such as reflection seismic imaging and receiver function analysis) and artificial intelligence-assisted classification methods are used to perform high-resolution spatial positioning and classification of abnormal stratigraphic interfaces, systematically identify the geological structure of the site, identify areas with significant mechanical discontinuities such as lithologic mutation zones, fault fracture zones, interlayer shear surfaces, and structural interfaces, and determine the potential distribution of discontinuity structures; at the same time, combined with waveform anomalies, surface rupture zone distribution and earthquake damage distribution characteristics in regional historical earthquake data, the spatial position of the discontinuity and its activity level are further verified, thereby delineating the geometric boundaries, scale and physical properties of the geological discontinuity area.

[0090] Step 504 , simulating the discontinuity interface response state of the geological discontinuity region based on regional historical earthquake data to obtain site discontinuity response information.

[0091] Among them, the response state of the discontinuity interface can be the dynamic behavior and physical changes exhibited by the geological discontinuity surface under the action of an earthquake, mainly including interface slip, opening, closing, friction energy consumption, local fracture, etc.

[0092] Site discontinuity response information can be a set of dynamic data obtained by simulating the response state of discontinuity interfaces, covering indicators such as slip, normal displacement, interface stress, frictional energy dissipation, and energy release rate. This information reveals the energy conversion, path deflection, and localized dissipation experienced by seismic waves as they traverse geological discontinuities, and serves as a crucial basis for constructing seismic wave fields and identifying damage mechanisms.

[0093] Specifically, a mechanical model that physically captures the discontinuity characteristics must be established within the identified geological discontinuity region. These models, including frictional contact models (such as the Coulomb friction model), stick-slip models, or bond-failure constitutive models, are used to describe the slip, cracking, and closure behavior of the discontinuity interface under seismic waves. Regional historical ground motion data (such as earthquake acceleration time histories) are then applied as excitation to the model's boundaries or source points. A high-order discontinuous Galerkin model is used to dynamically solve the interaction between seismic waves and the discontinuity interface. This simulation captures the discontinuous response of the discontinuity interface under earthquake action, including shear slip, normal opening, frictional energy dissipation, stress concentration, and slip band extension. 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 the geological discontinuity during earthquakes.

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

[0095] Interface state information can be a data set describing the physical response relationship at the interface between a geological discontinuity 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 establishing boundary conditions and exchanging information in discontinuous coupling solutions.

[0096] Discontinuity coupling is a multiscale simulation method that uses a coupling mechanism between numerical methods and physical models to collaboratively calculate the nonlinear responses (such as slip and rupture) in geological discontinuities and the wave responses in the surrounding continuous medium. This process ensures energy conservation and physical consistency, accurately reflecting the reflection, transmission, dissipation, and aggregation effects of seismic waves propagating through complex structures, and outputs path energy response information.

[0097] Specifically, it is necessary to establish a unified interface state description system between the geological discontinuity and the adjacent continuous elastic domain, clarifying the spatial correspondence between 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 virtual work principle 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, coupling strategies such as the hybrid finite element method, the Mortar method, or the interface tracking algorithm are used to collaboratively solve the wave response of the continuous domain and the nonlinear slip response of the discontinuity interface. This allows the simulation process to capture the energy reflection, transmission, dissipation, and local accumulation phenomena caused by structural discontinuities during seismic wave propagation. 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 implementation, by accurately identifying geological discontinuities within a building site based on regional geological data and historical seismic data and simulating their interface response under earthquakes, the authors effectively capture the energy reflection, transmission, and dissipation effects of discontinuous structures such as faults and joints on the seismic wave propagation path. Furthermore, the discontinuity response is coupled with the continuous elastic domain response at the interface to generate unified path energy response information, significantly improving the adaptability of seismic wave propagation simulations to complex geological structures. This overall combination not only improves the accuracy and physical realism of energy response analysis but also provides a more scientific and reliable foundation for subsequent reconstruction of ground motion input and seismic performance assessment.

[0099] In an exemplary embodiment, Figure 6 As shown, based on the building seismic wave field information and the building structure information model, the target building is subjected to seismic excitation coupling simulation to obtain the component vibration response information, including steps 602 to 608.

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

[0101] Among them, soil-structure coupling simulation can be a dynamic analysis method that comprehensively considers the mutual influence between the building structure and its underlying soil under the action of earthquake. Usually, by jointly solving the structural model and the foundation soil model, the dynamic response simulation of the entire process of seismic wave propagation from the foundation to the superstructure is realized, which can capture the modulation effects of foundation flexibility, wave propagation, energy dissipation and reaction force on the structural response.

[0102] Initial structural component response information can be the dynamic response data generated by each structural component under seismic excitation after the initial seismic wave field information is loaded in the soil-structure coupling simulation. This includes acceleration, displacement, internal forces (shear, bending moment, axial force), stress and strain, and inter-story drift angle. This information reflects the basic mechanical characteristics and response trends of the building under natural earthquake input and serves as the raw data foundation for seismic performance assessment.

[0103] Specifically, the building's seismic wavefield information is used as input seismic excitation and applied to the base nodes or foundation interfaces of the building's structural information model (SIM). This constructs a three-dimensional dynamic model (SSI model) that reflects the interaction between the target building and its foundation. This SSI model, composed of the SIM and the soil response model, encompasses the geometry, material properties, and boundary connections of structural components, as well as the stratification, shear wave velocity, damping characteristics, and nonlinear constitutive behavior of the site soil. The three-component seismic motion data (acceleration, velocity, or displacement) from the building's seismic wavefield information is 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 the substructure method) are used, combined with explicit or implicit dynamic time-history integration technology, considering the effects of foundation flexibility, wave reflection, energy dissipation and structural feedback, to simulate the entire process of seismic wave propagation from underground to the superstructure in the soil-structure interaction (SSI) model, and calculate the response data of each structural component under earthquake action, including node displacement, interlayer deformation, internal force change, component stress and strain, etc., to obtain the initial response information of the structural components of the building under the current earthquake input conditions.

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

[0105] Seismic risk trends can be the direction of structural performance changes and failure evolution paths under current and potential earthquake excitations. They not only describe whether current components or structures meet safety requirements but also reflect dynamic trends such as potential functional degradation, failure propagation, and weakening of system stability in the event of stronger or more frequent earthquakes in the future.

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

[0107] Specifically, the key response parameters of each component in the initial response information of the structural components are extracted and statistically analyzed, including 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 pre-set structural performance limits or seismic performance classification standards (such as FEMA P-58, ATC-40, or the domestic "Guidelines for Seismic Design of Buildings") to analyze data such as yielding, cracking, or failure limits. Furthermore, performance degradation path models or risk evolution curves for components and the entire structure are constructed, taking into account the building's use, importance level, and structural system redundancy. Data-driven methods, such as machine learning-based multi-classification models or Bayesian networks, can be introduced to perform probabilistic and quantitative analysis of component failure probability, structural system instability trends, and the degree of functional loss. Ultimately, building seismic risk prediction data is output, covering the damage probability of different components, potential failure data, overall building availability data after an earthquake, and recommended reinforcement data.

[0108] Step 606: Adjust the building seismic wavefield information according to the building seismic risk prediction data to obtain adjusted seismic wavefield information.

[0109] Adjusting the seismic wavefield information can be a new input wavefield generated by targeted enhancement or correction of the original ground motion data after analyzing the initial seismic response to further reveal potential weaknesses in the building or stimulate more realistic damage mechanisms. This adjustment can involve aspects such as the ground motion spectrum, duration, and intensity distribution. The goal is to make the excitation more consistent with the actual risk characteristics of the structure and improve the pertinence and completeness of the structural simulation.

[0110] Specifically, structural weaknesses and high-risk components exposed in building seismic risk prediction data are analyzed to identify their corresponding seismic response characteristics, such as frequency sensitivity, high-energy input directions, or long-duration cumulative damage effects. Based on these analysis results, the original building seismic wavefield information is subjected to target-oriented correction and enhancement. For example, frequency spectrum analysis is used to identify the frequency ranges that excite component weaknesses and enhance the energy input in the corresponding frequency bands; seismic motion synthesis techniques are used to adjust the waveform morphology, increase the wave packet density, or extend the duration to simulate the composite excitation effects under extreme working conditions; or strong earthquake records from representative earthquake scenarios are introduced to partially replace the wavefield. In addition, iterative optimization algorithms (such as genetic algorithms or sensitivity analysis) can be used to achieve wavefield adjustment that maximizes the response of multiple components, so that it more realistically reflects the response excitation conditions of potential risk points in the structure. The resulting adjusted seismic wavefield information is not only more project-specific and risk-sensitive, but also can stimulate the true limit behavior of components in subsequent structural dynamic analysis.

[0111] Step 608: Input the adjusted seismic wave field information into the building structure information model, perform a 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, which takes into account the interaction between multiple components in the building structure, hysteretic energy consumption, local damage accumulation and nonlinear feedback mechanism of the system, and conducts 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 accounts for inter-component coupling, material nonlinearity, and geometric nonlinearity. This includes detailed modeling of key components such as beams, columns, shear walls, joints, and connectors, as well as nonlinear constitutive models applicable to different component types (e.g., bilinear hysteretic models for reinforced concrete and ideal elastic-plastic models for steel structures). Adjusted seismic wavefield information is then input as multi-point seismic excitations to the building foundation or base of the structure, and the entire structural system is nonlinearly coupled using explicit or implicit dynamic time-history analysis methods. The analysis considers the synergistic effects of multiple components, the feedback effects of local damage on system stiffness, hysteretic energy dissipation, yield mechanism transfer, and the influence of dynamic loading history on the response path. The simulation output includes displacement, acceleration, internal force, stress-strain time history, hysteretic curves, and energy dissipation data for each component throughout the entire process, thus generating complete component vibration response information.

[0114] In this example, by dividing the building site into a particle domain and a continuous elastic domain, the smoothed particle hydrodynamics (SPH) method and the high-order discontinuous residual method are used to couple the nonlinear and linear regions. A stress-velocity hybrid condition is used at the interface between the two to achieve a seamless connection. This effectively addresses the limitations of traditional methods in dealing with complex geological sites, strong nonlinear responses, and multiscale wave propagation, significantly improving the accuracy and physical consistency of seismic motion simulation. This method can truly reflect the heterogeneous dynamic response of the building site under earthquake action, providing high-fidelity input data for structural seismic performance analysis, and has excellent engineering adaptability and practical application value.

[0115] In an exemplary embodiment, Figure 7 As shown, according to the building seismic risk prediction data, the building seismic wave field information is adjusted to obtain the adjusted seismic wave field information, including steps 702 to 708.

[0116] Step 702: Determine the response energy dissipation information and the response displacement mutation position corresponding to each component based on the building seismic risk prediction data.

[0117] Response energy dissipation information can be quantified as the amount of seismic input energy dissipated by a building structure under earthquake excitation through its components' elastic-plastic deformation, hysteretic behavior, and damping mechanisms. This information is typically expressed as metrics such as the area enclosed by the component's hysteretic curve, energy dissipation per unit volume, and total energy dissipation ratio. This information reflects the structure's energy absorption and dissipation capacity during vibration and is a crucial basis for identifying weak seismic components and assessing local damage risks.

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

[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 earthquake response in the building seismic risk prediction data, areas of concentrated energy, severe dissipation, or sudden deformation changes are identified. These areas typically represent structural weaknesses or potential failure locations, such as layers with sharply increased inter-story drift angles or areas with concentrated yielding components. Through time-space response curve analysis, energy integration methods, and fracture discrimination criteria, the response energy dissipation information and the locations of sudden displacement changes of key structures within a specific time period are extracted.

[0120] Step 704: construct a number of virtual sub-sources in the target building according to the energy dissipation information of each response and the position of each response displacement mutation.

[0121] The virtual sub-sources can be a series of localized energy release sources artificially set based on high-energy consumption or sudden displacement changes after analyzing the structural response. These sources simulate potential secondary excitations or dynamic disturbances in stress concentration areas within the structure during an earthquake. Each sub-source has a specific location, released energy, focal mechanism, and timing characteristics, providing a local supplement to the original earthquake input.

[0122] Specifically, the response energy dissipation information and the locations of each response displacement mutation are used as core areas to determine whether these areas may undergo local yielding, destruction, or strong nonlinear response under earthquake action, and then analogized to the source excitation point. Subsequently, based on the energy consumption and deformation rate of each key component, the magnitude (energy release), trigger time (based on the response time sequence), waveform characteristics (high-frequency or low-frequency dominance), and propagation directionality of each corresponding virtual sub-source are determined. Each sub-source is given specific mechanical properties, such as focal mechanism (shear rupture or tensile rupture), focal time history (such as Ricker wave or synthetic acceleration pulse), and spatial location (local node or component junction), to physically reproduce the local stress concentration and energy release phenomena during the earthquake process.

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

[0124] The sub-source seismic wavefield information can be the localized ground motion data generated by each virtual sub-source propagating through 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 to enhance 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 and assigned spatial coordinates, focal mechanism (such as shear slip, tension), source time history function (such as Ricker wave, Poisson pulse or synthetic acceleration function) and energy release parameters. Subsequently, based on the coupled dynamic model of the building structure, high-precision wave simulation methods (such as spectral element method, finite difference method or finite element-particle coupling method) are used to treat the virtual sub-source as an internal disturbance source, and a three-dimensional simulation of the wave response caused by its propagation in the structural system is performed. During the simulation process, the actual structural characteristics such as the internal material heterogeneity of the building, the connection conditions of the components, the reflection and scattering effects, etc. need to be considered to ensure that the wave field of each sub-source has local response characteristics and physical consistency. The obtained sub-source seismic wave field information includes the acceleration, velocity, displacement time history data and wave energy density distribution of the sub-source along different propagation paths.

[0126] Step 708: Adjust the building seismic wavefield information according to the sub-source seismic wavefield information to obtain 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, directionality, or energy-deficient areas that fail to fully excite the response of key components in the building seismic wavefield information. Subsequently, 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, or a field reconstruction algorithm based on Fourier superposition can be used. The adjusted wavefield spatially strengthens the excitation ability of weak structural areas, temporally preserves the characteristic sequence of the sub-source, and reflects 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-source.

[0128] In this embodiment, by identifying high-energy consumption areas and locations of sudden displacement based on building seismic risk prediction data, multiple virtual sub-sources are constructed within the building. The local seismic wavefields generated by these sub-sources are simulated and integrated with the original seismic wavefield information to accurately compensate for the insufficient excitation of key structural weaknesses in the original seismic input. By effectively introducing secondary excitation effects corresponding to potential damage mechanisms within the structure, the adjusted seismic wavefield is made more sensitive to local responses and more targeted to structural risks, thereby improving the accuracy of the overall earthquake simulation and the pertinence of the seismic analysis, providing a more effective input basis for the identification of high-risk components and earthquake damage warning.

[0129] In an exemplary embodiment, Figure 8 As shown, the adjusted seismic wave field information is input into the building structure information model, and the internal structure coupling simulation of the target building is performed to obtain the component vibration response information, 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 initial response information of the liquid-solid component.

[0132] Among them, liquid-structure coupling simulation can be a computational method that simulates the interaction between liquid media (such as pools, storage tanks, groundwater, etc.) and surrounding structures (walls, floors, containers, etc.) under seismic excitation. It is usually achieved by jointly solving the liquid flow equation (such as Navier-Stokes) and the dynamic response equation of the structure to capture the dynamic pressure generated by liquid fluctuations, liquid surface sloshing, and its additional loads and vibration feedback on structural components, thereby realizing synchronous dynamic response analysis of the structure and liquid.

[0133] The initial response information of liquid-solid components can be the dynamic response data generated by structural components (such as water tank walls, pool boundaries, hydraulic device housings, etc.) subjected to liquid fluctuations and dynamic pressure in liquid-structure coupling simulations, including stress, displacement, reaction force, deformation mode, and liquid-induced local vibration, etc., which is used to identify structural weak points and seismic key points under the action of liquid coupling.

[0134] Specifically, areas containing liquid media, such as pools, fire water tanks, underground water bodies, and hydraulic facilities, are identified within the building structure information model, and a coupled model for the interaction between the liquid and the structural boundary is constructed. Using fluid-structure coupling numerical methods (such as the finite element-finite volume method or the ALE method), the adjusted seismic wavefield 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 free surface fluctuations and dynamic pressure changes of the liquid under earthquake action, as well as the reaction forces on liquid-solid components such as the structural walls and floor, are captured. The initial response information of the liquid-solid components is obtained, including characteristics such as local stress, deformation, wave reflection, and liquid-induced additional vibration.

[0135] In step 804, the initial response information of the liquid-solid component is used as the initial response information of the structural component, and 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 the building seismic risk prediction data 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, and the steps of predicting the seismic risk trend of the target building based on the initial response information of the structural component to obtain the building seismic risk prediction data and adjusting the building seismic wave field information based on the building seismic risk prediction data to obtain the adjusted seismic wave field information are returned to generate updated adjusted seismic wave field information.

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

[0138] Among them, 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 basements and foundation structures) as well as the surrounding buildings. In particular, when seismic waves propagate through the soil layer and stimulate synchronous responses between multiple adjacent building structures, it can reveal the collaborative vibration, interference effects and coupling risks of building groups under resonance, wave propagation and foundation interaction.

[0139] Among them, the initial response information of group components can be the response results of key components in each building unit (such as group connection structure, foundation boundary, underground retaining wall, etc.) 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 is used to evaluate the overall stability of the building group system and potential synergistic destruction mechanism.

[0140] Specifically, the dynamic interaction between underground structures (such as underground garages, foundation rafts, and pile foundation systems) and adjacent buildings (groups of buildings) is further identified within the building structure information model, and a coupled underground-group structure dynamic model is constructed. Using a multi-structure collaborative simulation approach, the adjusted seismic wavefield information is used as multi-point input to simulate the overall response of a group of buildings with dynamic coupling effects. Furthermore, considering wave propagation between underground structures, foundation flexibility transfer, and inter-structural "collision" or resonance effects, the initial response of group components (such as underground enclosures and connecting passages) under earthquake action is calculated as the group component initial response information.

[0141] Step 808, using the group component initial response information as the structural component initial response information, and returning to execute the step of predicting the seismic risk trend of the target building based on the structural component initial response information to obtain the building seismic risk prediction data 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, and the steps of predicting the seismic risk trend of the target building based on the initial response information of the structural components to obtain the building seismic risk prediction data and adjusting the building seismic wave field information based on the building seismic risk prediction data to obtain the adjusted seismic wave field information are returned to generate the updated adjusted seismic wave field information.

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

[0144] Among them, degradation-collapse coupling simulation can be a dynamic analysis method to simulate the process of component performance degradation and eventual local or global collapse under repeated earthquake action or continuous excitation. By introducing material nonlinearity, damage evolution, constitutive degradation models and other means, the behavior of components from yielding to failure is gradually simulated, and the potential collapse chain and damage extension path formed under the action of continuous damage are identified.

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

[0146] Specifically, component degradation mechanisms (such as strength degradation, stiffness attenuation, and connection failure evolution) are incorporated into the building structural information model. A coupled degradation-collapse simulation model is constructed based on adjusted seismic wavefield information as input. Through nonlinear analysis and damage evolution models (such as fiber constitutive and damage plasticity models), this coupled degradation-collapse simulation model dynamically tracks stiffness degradation, strength weakening, and potential instability paths of structures subjected to continuous strong earthquakes or prolonged periods of time. This model captures the entire process of yielding, damage, and collapse of key components, and outputs information on the initial degradation response of the components, such as the displacement ductility limit, connection failure probability, and the critical state of overall instability.

[0147] Step 812, using the initial response information of component degradation as the initial response information of the structural component, and returning to execute the step of predicting the seismic risk trend of the target building based on the initial response information of the structural component to obtain the building seismic risk prediction data 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 the structural component, and the steps of predicting the seismic risk trend of the target building based on the initial response information of the structural component to obtain the building seismic risk prediction data and adjusting the building seismic wave field information based on the building seismic risk prediction data to obtain the adjusted seismic wave field information are returned to generate the updated adjusted seismic wave field information.

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

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

[0151] In this embodiment, by sequentially inputting adjusted seismic wavefield information into the building structure information model, structural response simulations for multi-physics mechanisms such as liquid-structure coupling, underground-group structure coupling, and degradation-collapse coupling are carried out. 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 the building's multi-source coupling effects, complex structural interactions, and ultimate performance degradation. This approach can accurately capture the nonlinear effects of key risk mechanisms such as liquid impact, group resonance, and degradation and collapse on the building's vibration response, constructing seismic wavefield input data with more realistic coupling complexity and structural ultimate adaptability, significantly improving the comprehensiveness, accuracy, and foresight of seismic analysis, and providing scientific support for earthquake resilience assessment and disaster prevention and control decisions.

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

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

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

[0155] Among them, the component response waveform signal can be a time series data set that reflects the dynamic response characteristics of the component during the entire 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, the key parameters (such as acceleration, velocity, displacement, stress, strain, etc.) in the component vibration response information are extracted in time history to identify its complete response history under seismic excitation; then the original time history data is preprocessed using signal processing technology, including denoising, smoothing, normalization and other operations, and then the time history morphological characteristics of the component vibration response are extracted, such as peak response, duration, main vibration frequency segment, waveform energy density distribution, etc., to form a standardized component response waveform signal.

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

[0158] Among them, joint time-frequency analysis can be a method to analyze non-stationary signals in both the time domain and the frequency domain. Commonly used techniques include short-time Fourier transform (STFT), wavelet transform (CWT), empirical mode decomposition (EMD), etc., which are used to reveal the frequency components and energy distribution of component response signals at different time points, and help to discover frequency drift or abnormal energy concentration caused by local damage of components.

[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 main frequency changes, bandwidth, instantaneous energy and other characteristics of the component response signal at different time points. It is an important input for judging structural abnormalities, extracting mutation behaviors 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 the short-time Fourier transform (STFT), continuous wavelet transform (CWT), and Hilbert-Huang transform (HHT), are used 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 spectrum or energy spectrum density plot showing the frequency variation over time, indicating the non-stationary behavior of the component during the earthquake, such as frequency drift, enhanced resonant sections, and energy concentration areas, thus forming the time-frequency analysis waveform data.

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

[0162] Among them, waveform mutation prediction can be the use of algorithms to identify possible rapid response changes in time-frequency data and predict trends. Abnormal mutation points in the signal are usually identified through edge detection, singular value analysis, entropy analysis or machine learning models. These mutations are often associated with structural yield, damage or functional degradation.

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

[0164] Specifically, based on the time-frequency analysis waveform data, 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) are used to identify mutation points or abnormal patterns in the time-frequency analysis waveform data. These mutation points usually manifest 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 abnormality risk prediction data, including mutation time points, abnormality levels, potential failure mode identification, etc., which are used to determine whether there are signs of damage to the component.

[0165] Step 908: Perform damage trend analysis on each component based on the component abnormality risk prediction data to obtain predicted component damage information of each component.

[0166] Among them, damage trend analysis can be based on abnormal risk data and structural performance degradation models to make evolutionary inferences on the damage process that components may experience during vibration, including yield state judgment, damage level determination, failure mechanism identification and residual bearing capacity assessment, thereby forming a component-level damage development curve for seismic safety assessment and rapid post-earthquake diagnosis.

[0167] Specifically, based on component abnormality risk prediction data, combined with material 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. This analysis includes information such as whether the component has reached a yield state, when plastic hinge formation is expected to occur, the damage growth rate, and the remaining load-bearing capacity. The final output of predicted component damage information includes damage analysis data, spatial distribution locations, and time series evolution diagrams.

[0168] In this embodiment, by extracting the time-history morphological features of component vibration response information and combining it with a joint time-frequency analysis method, the dynamic response characteristics of the structure under earthquake action are accurately restored. Waveform mutation prediction is used to identify potential response anomalies, and further component damage trend analysis is performed. This achieves intelligent identification and prediction of the entire process, from response signal to damage evolution. This system not only accurately captures subtle damage precursors, improving prediction accuracy, but also dynamically quantifies 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, significantly enhancing 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 various embodiments described above are shown sequentially as indicated by the arrows, these steps are not necessarily executed sequentially in the order indicated by the arrows. Unless otherwise specified herein, there is no strict order restriction on the execution of these steps, and these steps may be executed in other orders.

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

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

[0172] In one embodiment, a computer is further provided, including a memory and a processor. The memory stores a computer program, and the processor implements the steps in the above method embodiments when executing the computer program.

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

[0174] In one embodiment, a computer program product or computer program is provided, the computer program product or computer program including 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 of each of the above method embodiments.

[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, stored data, displayed data, 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 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-mentioned embodiment methods can be implemented by instructing related hardware through a computer program. 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-mentioned methods.

Claims

1. A method for determining building seismic information based on BIM, characterized in that: The method comprises: Acquiring regional geological data and regional historical earthquake data corresponding to a target building, and acquiring a building structure information model corresponding to the target building; 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 seismic data to obtain building seismic wave field information; performing a seismic excitation coupling simulation on the target building 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 damage information of each predicted component; According to 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 building seismic resistance information corresponding to the target building.

2. The method according to claim 1, characterized in that The method of 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 seismic data to obtain building seismic wave field information includes: performing a dual-domain particle coupling 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; Performing a structural discontinuity 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; The path nonlinear response information and the path energy response information are fused to obtain the building seismic wave field information.

3. The method according to claim 2, characterized in that The performing of a dual-domain particle coupling 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 includes: Dividing the building site corresponding to the target building according to the regional geological data to obtain a building site particle domain and a building site continuous elastic domain; Based on the historical earthquake data of the region, a smooth particle hydrodynamics simulation is performed on the particle domain of the building site to obtain nonlinear information of the particle domain path; Based on the historical earthquake data of the region, a 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 of the particle domain and the path information of the continuous elastic domain are fused according to the stress-velocity mixing condition.

4. The method according to claim 3, characterized in that The step of performing a structural discontinuity 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 includes: identifying a geological discontinuity region in the construction site based on the regional geological data and the regional historical earthquake data; Simulating the discontinuity interface response state of the geological discontinuity region based on the historical earthquake data of the region to obtain site discontinuity response information; According to the interface state information between the site discontinuity response information and the continuous elastic domain path information, the site discontinuity 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, wherein The performing of seismic excitation coupling simulation on the target building according to the building seismic wave field information and the building structure information model to obtain component vibration response information includes: Inputting the building seismic wave field information into the building structure information model, performing soil-structure coupling simulation on the target building, and obtaining initial response information of structural components; Predicting the seismic risk trend of the target building based on the initial response information of the structural components to obtain building seismic risk prediction data; Adjusting the building seismic wavefield information according to the building seismic risk prediction data to obtain adjusted seismic wavefield information; The adjusted seismic wave field information is input into the building structure information model, and a structural multi-component coupling dynamic response analysis is performed on the target building to obtain the component vibration response information.

6. The method according to claim 5, characterized in that The adjusting the building seismic wave field information according to the building seismic risk prediction data to obtain the adjusted seismic wave field information includes: Determining the response energy dissipation information and the response displacement mutation position corresponding to each of the components according to the building seismic risk prediction data; Constructing a plurality of virtual sub-sources in the target building according to the response energy dissipation information and the response displacement mutation position; Simulating sub-source seismic wave field information generated by each of the virtual sub-sources in the target building; The building seismic wavefield information is adjusted according to the sub-source seismic wavefield information to obtain the adjusted seismic wavefield information.

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

8. The method according to claim 1, characterized in that The step of performing damage prediction analysis on each component in the target building based on the component vibration response information to obtain damage information of each predicted component includes: Extracting time-history morphological features of the component vibration response information to obtain a component response waveform signal; Performing a joint time-frequency analysis on the component response waveform signal to obtain time-frequency analysis waveform data; Perform waveform mutation prediction on the time-frequency analysis waveform data to obtain component abnormality risk prediction data; According to the component abnormality risk prediction data, damage trend analysis is performed on each component to obtain predicted component damage information of each component.

9. A device for determining building seismic information based on BIM, characterized in that: The device comprises: A data model acquisition module is used to acquire regional geological data and regional historical earthquake data corresponding to a target building, and to acquire a building structure information model corresponding to the target building; a wave field information analysis module, configured 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 building seismic wave field information; A component response analysis module is used to perform seismic excitation coupling simulation on the target building based on the building seismic wave field information and the building structure information model to obtain component vibration response information; Constructing a damage prediction module for performing damage prediction analysis on each component in the target building according to the component vibration response information to obtain damage information of each predicted 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 structure information model, and obtain the building seismic resistance information corresponding to the target building.

10. A computer comprising a memory and a processor, wherein the memory stores a computer program, wherein: When the processor executes the computer program, the steps of the method according to any one of claims 1 to 8 are implemented.

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