A method, system, device, and medium for earthquake damage assessment of a single building

Abstract

The application provides a single building earthquake damage evaluation method, system, device and medium, relates to the field of building engineering anti-seismic technology, and the method comprises the following steps: acquiring attribute data and ground motion parameters of each building in an evaluation area; according to the spatial distribution of each seismic monitoring station, the evaluation area is divided into multiple ground motion input blocks; for each single building in each ground motion input block, a finite element mechanics model is constructed according to the attribute data of the single building; the ground motion parameters corresponding to the single building are input into the finite element mechanics model, dynamic time history analysis calculation is performed, and structural response parameters of the single building are generated; the damage index of the single building is calculated in combination with the structural response parameters and the attribute data of the single building, and the earthquake damage evaluation result of the single building is generated according to the damage index. The application has the technical effect that the accuracy of the earthquake damage evaluation result is improved.

Description

Technical Field

[0001] This application relates to the field of seismic resistance technology in building engineering, specifically to a method, system, equipment, and medium for assessing seismic damage to a single building. Background Technology

[0002] With the rapid development of urbanization and the continuous increase in building density, the damage caused by earthquakes to urban buildings is becoming increasingly serious. How to accurately assess the degree of damage to individual buildings under earthquake action has become a key technical issue in urban disaster prevention, mitigation and emergency management.

[0003] Currently, researchers have proposed earthquake damage assessment methods based on seismic motion intensity parameters and building vulnerability functions. These methods predict the degree of building damage by establishing a statistical relationship between seismic motion intensity and the probability of building damage. However, these methods are usually based on limited earthquake damage survey data and lack universality for different regions and building types, leading to inaccurate earthquake damage assessment results. Summary of the Invention

[0004] This application provides a method, system, equipment, and medium for assessing seismic damage to individual buildings, which can improve the accuracy of seismic damage assessment results.

[0005] In a first aspect, this application provides a method for assessing seismic damage to a single building. The method includes: acquiring attribute data of each building within an assessment area and seismic motion parameters of each seismic monitoring station within the assessment area, wherein the attribute data is used to characterize the structural and geometric features of the buildings, and the seismic motion parameters include: a sequence of seismic accelerations sampled by each seismic monitoring station at preset time intervals within a preset duration; acquiring the spatial distribution of each seismic monitoring station, and dividing the assessment area into multiple seismic motion input blocks according to the spatial distribution, so that all buildings within each seismic motion input block correspond to the seismic motion parameters of the same seismic monitoring station; constructing a finite element mechanical model for each single building within each seismic motion input block based on the attribute data of the single building; inputting the seismic motion parameters corresponding to the single building into the finite element mechanical model, performing nonlinear dynamic time history analysis calculations to generate structural response parameters of the single building; calculating a damage index of the single building by combining the structural response parameters and the attribute data of the single building; and generating a seismic damage assessment result of the single building based on the damage index, wherein the damage index is used to characterize the degree of seismic damage to the single building.

[0006] By adopting the above technical solution, and by acquiring detailed attribute data of buildings and constructing targeted finite element mechanical models, the specific structural and geometric characteristics of each individual building can be fully considered, avoiding the limitations of the "one-size-fits-all" assessment mode in traditional empirical statistical methods. Based on the spatial distribution of seismic monitoring stations, this method scientifically divides the assessment area into multiple seismic motion input blocks, ensuring a precise correspondence between seismic motion parameters and building locations, thus improving the accuracy of seismic motion input. By inputting complete seismic motion parameters into the finite element mechanical model and performing nonlinear dynamic time history analysis calculations, this method can comprehensively reflect the spectral characteristics and duration of seismic motions, as well as the nonlinear mechanical behavior of buildings, generating accurate structural response parameters. Finally, the damage index calculated by combining structural response parameters and attribute data can truly reflect the degree of damage to individual buildings under actual seismic action, improving the accuracy of seismic damage assessment results.

[0007] Secondly, this application provides a single-building earthquake damage assessment system, the system comprising: a first acquisition module, a second acquisition module, a construction module, a generation module, and a combination module; wherein,

[0008] The first acquisition module is used to acquire attribute data of each building within the assessment area and ground motion parameters of each seismic monitoring station within the assessment area. The attribute data characterizes the structural and geometric features of the buildings, and the ground motion parameters include a sequence of seismic accelerations sampled by each seismic monitoring station at preset time intervals within a preset duration. The second acquisition module is used to acquire the spatial distribution of each seismic monitoring station and, based on the spatial distribution, divide the assessment area into multiple ground motion input blocks so that all buildings within each ground motion input block correspond to the ground motion parameters of the same seismic monitoring station. The construction module uses... For each individual building within each of the aforementioned seismic input blocks, a finite element mechanical model is constructed based on the attribute data of the individual building. The generation module is used to input the seismic motion parameters corresponding to the individual building into the finite element mechanical model, perform nonlinear dynamic time history analysis calculations, and generate structural response parameters for the individual building. The combination module is used to combine the structural response parameters and the attribute data of the individual building to calculate the damage index of the individual building, and generate the seismic damage assessment result of the individual building based on the damage index, wherein the damage index is used to characterize the degree of seismic damage to the individual building.

[0009] Thirdly, this application provides an electronic device that adopts the following technical solution: it includes a processor, a memory, a user interface, and a network interface. The memory is used to store instructions, the user interface and the network interface are used to communicate with other devices, and the processor is used to execute the instructions stored in the memory to enable the electronic device to execute a computer program such as any of the above-described methods for assessing seismic damage to single buildings.

[0010] Fourthly, this application provides a computer-readable storage medium that stores a computer program capable of being loaded by a processor and executing any of the above-mentioned methods for assessing seismic damage to individual buildings.

[0011] In summary, this application includes at least one of the following beneficial technical effects:

[0012] By acquiring detailed attribute data of buildings and constructing targeted finite element mechanical models, this method can fully consider the specific structural and geometric characteristics of each individual building, avoiding the limitations of the "one-size-fits-all" assessment mode in traditional empirical statistical methods. Based on the spatial distribution of seismic monitoring stations, this method scientifically divides the assessment area into multiple seismic motion input blocks, ensuring a precise correspondence between seismic motion parameters and building locations, thus improving the accuracy of seismic motion input. By inputting complete seismic motion parameters into the finite element mechanical model and performing nonlinear dynamic time history analysis, this method can comprehensively reflect the spectral characteristics and duration of seismic motions, as well as the nonlinear mechanical behavior of buildings, generating accurate structural response parameters. Finally, the damage index calculated by combining structural response parameters and attribute data can truly reflect the degree of damage to individual buildings under actual seismic action, improving the accuracy of seismic damage assessment results. Attached Figure Description

[0013] Figure 1 This is a flowchart illustrating a method for assessing seismic damage to a single building, as provided in an embodiment of this application.

[0014] Figure 2 This is a schematic diagram of the structure of a single-building earthquake damage assessment system provided in an embodiment of this application;

[0015] Figure 3 This is a schematic diagram of the structure of an electronic device provided in an embodiment of this application.

[0016] Explanation of reference numerals in the attached figures: 1000, electronic device; 1001, processor; 1002, communication bus; 1003, user interface; 1004, network interface; 1005, memory. Detailed Implementation

[0017] To enable those skilled in the art to better understand the technical solutions in this specification, the technical solutions in the embodiments of this specification will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments.

[0018] In the description of the embodiments in this application, words such as "illustrative," "for example," or "for example" are used to indicate examples, illustrations, or explanations. Any embodiment or design described as "illustrative," "for example," or "for example" in the embodiments of this application should not be construed as being more preferred or advantageous than other embodiments or designs. Rather, the use of words such as "illustrative," "for example," or "for example" is intended to present the relevant concepts in a specific manner.

[0019] Figure 1 This is a flowchart illustrating a method for assessing seismic damage to a single building, as provided in an embodiment of this application. Figure 1 As shown, the method includes S101-S105:

[0020] S101, acquire attribute data of each building in the assessment area and ground motion parameters of each seismic monitoring station in the assessment area. The attribute data is used to characterize the structural and geometric features of the buildings, and the ground motion parameters include: the seismic acceleration sequence sampled by each seismic monitoring station at preset time intervals within a preset duration.

[0021] The system first needs to acquire attribute data for each building within the assessment area. This data forms the foundation for constructing an accurate finite element mechanical model. Attribute data includes information such as the building's outline coordinates, number of stories, story height, structural type, construction year, and seismic intensity. This data directly determines the building's response characteristics under seismic loading. For example, for an 8-story reinforced concrete frame office building, the system will extract the polygonal coordinate point sequence of its building outline (such as the latitude and longitude coordinates of the four corner points), record its number of stories as 8, standard story height as 3.6 meters, structural type as RC structure, construction year as 2010, and seismic intensity as 8 degrees. This data acquisition method ensures that the subsequent modeling process accurately reflects the building's true geometry and structural characteristics.

[0022] Simultaneously, the system needs to acquire ground motion parameters from various seismic monitoring stations within the assessment area. This data provides excitation input for the seismic response analysis of buildings. Ground motion parameters refer to the seismic acceleration sequence continuously sampled and recorded by seismic monitoring stations at preset time intervals within a preset duration. They are typically stored as horizontal acceleration components in the X and Y directions. For example, the ground motion data recorded by a monitoring station might contain an acceleration sequence lasting 30 seconds with a sampling interval of 0.02 seconds, totaling 1500 data points. Each data point records the ground acceleration value at that moment (in cm / s²). This high-frequency continuous sampling can completely capture the spectral characteristics and intensity changes of ground motion, providing accurate seismic excitation input for subsequent dynamic time-history analysis.

[0023] By simultaneously acquiring building attribute data and seismic motion parameters, the system establishes a complete data foundation required for earthquake damage assessment. Building attribute data ensures the accuracy of the structural model, while seismic motion parameters guarantee the authenticity of the seismic excitation. The combination of the two enables subsequent finite element analysis to accurately simulate the response behavior of buildings under real earthquake loading, thus laying a reliable data foundation for scientific damage assessment.

[0024] S102, obtain the spatial distribution of each seismic monitoring station, and divide the assessment area into multiple seismic motion input blocks according to the spatial distribution, so that all buildings in each seismic motion input block correspond to the seismic motion parameters of the same seismic monitoring station.

[0025] The system needs to acquire spatial distribution information of various seismic monitoring stations and, based on this, scientifically divide the assessment area into multiple seismic motion input blocks. The fundamental reason for this is that seismic motion has significant spatial variability; even in the same earthquake, the intensity and spectral characteristics of seismic motion at different locations can vary significantly. Therefore, it is necessary to ensure that each building uses seismic motion data closest to its actual location as input to guarantee the accuracy of damage assessment.

[0026] In practice, the system first extracts the geographic coordinates of all seismic monitoring stations within the assessment area. For example, the 256 seismic monitoring stations in a certain region are located at different latitudes and longitudes. The system then calculates the spatial distance between each building and each seismic monitoring station within the assessment area, typically using the Euclidean distance formula. Based on the principle of proximity, the system assigns each building to the nearest seismic monitoring station, thus forming building groups centered around each monitoring station. For example, all buildings within a 5-kilometer radius of a certain monitoring station are assigned to that station, forming a building group.

[0027] After building allocation, the system uses the spatial extent of each building group as boundaries and employs the Voronoi diagram method to divide the entire assessment area into seismic motion input blocks corresponding to the number of seismic monitoring stations. Each seismic motion input block contains one monitoring station and all its corresponding buildings, ensuring that all buildings within the same block use the seismic motion parameters from the same monitoring station as seismic excitation input. This division method creates multiple spatially independent blocks that completely cover the assessment area, with relatively consistent seismic motion characteristics within each block.

[0028] Based on the above embodiments, as an optional implementation, in S102, dividing the evaluation area into multiple seismic motion input blocks according to spatial distribution specifically includes S21-S22:

[0029] S21, calculate the distance between each building and each seismic monitoring station, and assign each building to the nearest seismic monitoring station to form multiple building groups.

[0030] The system first extracts the center point coordinates of all buildings and the location coordinates of each seismic monitoring station within the assessment area, establishing a complete spatial location dataset. The system then uses the two-dimensional Euclidean distance formula d=√[(x2-x1)²+(y2-y1)²] to calculate the straight-line distance from each building to each seismic monitoring station, where (x1, y1) represents the building coordinates and (x2, y2) represents the station coordinates. Taking an assessment area containing 10,000 buildings and 50 seismic monitoring stations as an example, the system needs to calculate 500,000 sets of distance values ​​and identify the station with the shortest distance for each building. Based on the shortest distance principle, the system assigns each building to the nearest seismic monitoring station, forming 50 building groups. Each group contains several spatially close buildings. For example, 280 buildings within a 2-kilometer radius of a station in the city center are assigned to that station, forming a relatively compact building group.

[0031] S22, using the spatial extent of each building group as the boundary, divides the assessment area into seismic motion input blocks corresponding to the number of seismic monitoring stations, so that all buildings within the same seismic motion input block correspond to the seismic motion parameters of the same seismic monitoring station.

[0032] After building allocation, the system employs the Thiessen polygon method for spatial partitioning. Thiessen polygons are a spatial analysis algorithm that uses each seismic monitoring station as a seed point to divide the planar space into several polygonal regions. Within each polygonal region, the distance from any point to its corresponding station is less than its distance to any other station. The system constructs a network of perpendicular bisectors between stations to determine the boundary lines of each polygonal region, ultimately forming seismic motion input blocks that completely cover the assessment area and do not overlap. Each seismic motion input block corresponds to one seismic monitoring station and one building group, ensuring that all buildings within the same block use the seismic motion parameters from the station corresponding to that block as their seismic excitation input. This partitioning method guarantees the spatial consistency and logical rationality of seismic motion data allocation.

[0033] S103 involves constructing a finite element mechanical model for each individual building within the seismic input block, based on the attribute data of the individual building.

[0034] The system requires the construction of finite element mechanical models for each individual building within the seismic input blocks in various regions. This is the core technical step for achieving accurate earthquake damage assessment. Traditional empirical assessment methods cannot accurately consider the actual structural characteristics of buildings and the impact of damage location on the overall structural integrity. In contrast, finite element mechanical models can accurately simulate the real mechanical behavior of buildings under seismic loading through numerical calculations, thus providing a reliable theoretical basis for scientific damage assessment.

[0035] The system first constructs a planar geometric model based on the building's outline coordinates. Outline coordinates refer to the sequence of polygon vertex coordinates describing the building's outer contour shape. For example, for a rectangular building, the system extracts the coordinate information of its four corner points to construct a corresponding rectangular geometric model; for buildings with complex shapes, the system constructs a polygonal geometric model based on the coordinates of multiple vertices. Subsequently, the system combines the building's number of floors and floor height information to extend the planar geometric model vertically, forming a three-dimensional spatial structural model. Taking an 8-story office building with a floor height of 3.6 meters as an example, the system constructs a three-dimensional structural model with 8 floors and a total height of 28.8 meters vertically based on the planar geometric model.

[0036] After geometric modeling is completed, the system determines the corresponding material properties and component characteristic parameters based on the building's structural type. Structural types include reinforced concrete structures, steel structures, masonry structures, and other categories, each corresponding to specific material elastic modulus, density, strength parameters, and component cross-sectional properties. Simultaneously, the system combines the building's construction date and seismic intensity information to determine structural performance parameters. The construction date reflects the design codes and construction techniques used, while the seismic intensity reflects the building's seismic fortification requirements. The system then performs finite element mesh generation on the three-dimensional spatial structural model, generating a finite element mesh composed of nodes and elements. It assigns corresponding material parameters to each element, sets boundary conditions and constraints, and ultimately establishes a complete finite element mechanical model.

[0037] Using this finite element modeling method based on the actual attribute data of buildings, the system establishes a numerical calculation model for each individual building that accurately reflects its structural characteristics. This modeling approach avoids the subjectivity and uncertainty of structural parameter estimation in traditional methods, ensuring the accuracy and reliability of subsequent seismic response analysis. The finite element mechanical model can accurately calculate the displacement, stress distribution, and damage evolution process of buildings under seismic loading, providing a scientific calculation tool for accurately assessing the degree of seismic damage to buildings and significantly improving the accuracy and reliability of seismic damage assessment.

[0038] Based on the above embodiments, as an optional implementation method, in S103, the attribute data includes: outline coordinates, number of floors, floor height, structural type, construction year, and seismic intensity. Constructing a finite element mechanical model based on the attribute data of a single building specifically includes S31-S34:

[0039] S31. Based on the contour coordinates, determine the planar geometry of the individual building and construct the planar geometric model of the individual building.

[0040] S32. Based on the number of floors and floor height, determine the spatial structural dimensions of the individual building. Combine the spatial structural dimensions and the planar geometric model to construct a three-dimensional spatial structural model of the individual building.

[0041] The system constructs a planar geometric model based on the outline coordinates of individual buildings. Outline coordinates are an ordered sequence of coordinate points describing the building's outer boundary. The system first parses the outline coordinate data, extracting the planar coordinate information of each vertex. Then, it constructs a closed polygon according to the connection order of the coordinate points, forming the building's planar geometric shape. For example, for an L-shaped office building, the system constructs a corresponding L-shaped planar geometric model based on the coordinates of its eight key vertices, accurately reflecting the building's actual floor plan layout. Subsequently, in step S32, the system determines the building's spatial structural dimensions by combining the number of floors and floor height information. The number of floors determines the number of vertically stacked floors, while the floor height determines the vertical spacing between floors. The system then expands the planar geometric model vertically according to the number of floors and floor height parameters, generating a multi-layered three-dimensional spatial structure model. Taking a 12-story residential building with a standard floor height of 3.3 meters as an example, the system constructs a 12-story, 39.6-meter-high three-dimensional spatial structure model based on its rectangular planar geometric model.

[0042] S33. Based on the structural type, determine the material properties and component characteristic parameters of the individual building; based on the construction year and seismic intensity, determine the structural performance parameters of the individual building.

[0043] The system determines the corresponding material properties and component characteristic parameters based on the structural type. Structural types include different categories such as reinforced concrete frame structures, steel structures, and masonry structures. Each structural type corresponds to a specific combination of material parameters, such as the elastic modulus of concrete, the yield strength of steel, and the compressive strength of masonry, as well as component characteristic parameters such as beam and column cross-sectional dimensions, reinforcement ratio, and connection methods. Simultaneously, the system determines structural performance parameters based on the construction year and seismic intensity. The construction year reflects the version of design codes used and the level of construction quality control. Buildings from different eras have different seismic design requirements and material strength standards, while the seismic intensity reflects the building's seismic design level and safety reserve. For example, reinforced concrete buildings with an intensity of 8 seismic intensity constructed after 2010 have higher material strength and stricter seismic design requirements compared to buildings with an intensity of 7 seismic intensity constructed in the 1980s.

[0044] S34. Based on the three-dimensional spatial structural model, material properties, component characteristic parameters, and structural performance parameters, a finite element mechanical model of a single building is established.

[0045] A complete finite element mechanical model is established based on a three-dimensional spatial structural model and its parameters. The system first performs finite element mesh generation on the three-dimensional spatial structural model, discretizing the continuous structure into a finite element mesh composed of nodes and elements. The mesh density is determined according to the structural complexity and computational accuracy requirements. The system then assigns corresponding material properties and component characteristic parameters to each element, sets the boundary conditions and constraints of the structure, and establishes the structure's stiffness matrix, mass matrix, and damping matrix, ultimately forming a complete finite element mechanical model that can be used for dynamic analysis.

[0046] Based on the above embodiments, as an optional implementation method, in S34, establishing a finite element mechanical model of a single building based on a three-dimensional spatial structural model, material properties, component characteristic parameters, and structural performance parameters specifically includes S341-S345:

[0047] S341, mesh the three-dimensional spatial structure model to generate a finite element mesh.

[0048] The system meshes the 3D spatial structural model, systematically decomposing the continuous structure into a finite number of discrete elements. The system selects appropriate element types based on the building's structural characteristics: beam and column elements for frame structures, plate and shell elements for wall structures, and solid elements for complex nodal areas. During meshing, the system determines the mesh density based on the structural geometric complexity and computational accuracy requirements, using denser meshes in stress concentration areas and critical components, and relatively sparser meshes in less important areas to balance computational accuracy and efficiency. For example, for a 20-story frame structure building, the system sets nodal meshes on each floor, increases the node density at beam-column intersections, and ultimately generates a finite element mesh containing approximately 8000 nodes and 12000 elements.

[0049] S342 assigns corresponding material parameters to each element in the finite element mesh based on material properties.

[0050] The system assigns corresponding material parameters to each element based on its material properties. These parameters include fundamental mechanical properties such as elastic modulus, Poisson's ratio, density, and yield strength. The system assigns these parameters to the corresponding elements based on the material properties determined by the structure type. For example, for reinforced concrete structures, concrete elements are assigned parameters such as an elastic modulus of 30 GPa, a Poisson's ratio of 0.2, and a density of 2500 kg / m³, while steel reinforcement elements are assigned parameters such as an elastic modulus of 200 GPa and a yield strength of 400 MPa. In step S343, the system then determines the cross-sectional properties and connection relationships of each component based on its characteristic parameters. Cross-sectional properties include geometric properties such as cross-sectional area, moment of inertia, and flexural modulus, while connection relationships define the force transfer and constraint methods between different components. The system assigns corresponding cross-sectional dimensions and reinforcement information to beam elements, sets the cross-sectional shape and reinforcement configuration for column elements, and establishes rigid or hinged connections between beam-column nodes.

[0051] S343, based on the component characteristic parameters, determine the cross-sectional properties and connection relationships of each component in the finite element mesh.

[0052] The cross-sectional properties and connection relationships of each component are determined based on the component characteristic parameters. Cross-sectional properties include geometric characteristics such as cross-sectional area, moment of inertia, and flexural modulus, while connection relationships define the force transfer and constraint methods between different components. The system assigns corresponding cross-sectional dimensions and reinforcement information to beam elements, sets the cross-sectional shape and reinforcement configuration for column elements, and establishes rigid or hinged connections between beam-column nodes.

[0053] S344, set the boundary conditions and constraints of the finite element mechanical model based on the structural performance parameters.

[0054] The system sets the boundary conditions and constraints of the finite element mechanical model based on structural performance parameters. Boundary conditions define the interaction between the structure and its external environment. Fixed constraints are set at the bottom of the building to simulate the connection between the foundation and the ground, while corresponding connection constraints are set inside the structure to reflect the in-plane stiffness of the floor slabs and the coordinated deformation between structural members. Constraints are set according to the structural performance requirements determined by the construction year and seismic intensity. Newer buildings and those with higher seismic intensities have stricter deformation limits and better overall coordination. For example, buildings constructed after 2010 with an intensity of 8 seismic intensity have rigid floor slab constraints between floors, while older buildings may consider the flexible effects of the floor slabs.

[0055] S345, combining finite element mesh, material parameters, cross-sectional properties, connection relationships, boundary conditions and constraints, generates a finite element mechanical model of a single building.

[0056] By integrating finite element meshes, material parameters, cross-sectional properties, connectivity relationships, boundary conditions, and constraints, a complete finite element mechanical model is generated. The system establishes the overall stiffness matrix, mass matrix, and damping matrix of the structure, forming a mathematical model that can be used to solve the dynamic response of the structure. The stiffness matrix reflects the elastic characteristics of the structure, the mass matrix reflects the inertial characteristics of the structure, and the damping matrix simulates the energy dissipation mechanism of the structure.

[0057] S104 inputs the seismic motion parameters corresponding to the individual building into the finite element mechanical model, performs nonlinear dynamic time history analysis calculation, and generates the structural response parameters of the individual building.

[0058] The system requires inputting the seismic motion parameters corresponding to individual buildings into the constructed finite element mechanical model and performing nonlinear dynamic time history analysis calculations. This is a crucial computational step in obtaining the building's true seismic response. Traditional static analysis methods cannot accurately reflect the true response process of buildings under dynamic loads like earthquakes, while nonlinear dynamic time history analysis can consider material nonlinearity, geometric nonlinearity, and time history effects, accurately simulating the complete evolution process of buildings from elastic response to damage and failure under seismic loading.

[0059] The system first applies the seismic acceleration sequence from the ground motion parameters as seismic excitation loads to the bottom constraint boundaries of the finite element mechanical model. Seismic excitation loads refer to the inertial forces generated by ground motion, achieved through constraint displacement or acceleration boundary conditions at the bottom nodes. For example, for an 8-story building, the system applies the X- and Y-axis seismic acceleration sequences from the monitoring stations corresponding to the ground motion input block of the building to all nodes at the bottom of the model, simulating the process of seismic waves propagating from the foundation to the building's base. The system sets the time step for dynamic analysis based on the preset time interval of the ground motion parameters. Typically, the time step is consistent with the ground motion sampling interval to ensure calculation accuracy. Simultaneously, the total calculation time is set according to the preset duration, and a convergence criterion for nonlinear calculations is established. The convergence criterion is used to determine whether the internal force balance iterative calculation at each time step achieves the required accuracy.

[0060] After setting the calculation parameters, the system initiates nonlinear dynamic time-history analysis. This calculation process uses a step-by-step integration method to solve the equations of motion, considering nonlinear characteristics such as stiffness degradation and strength attenuation of the structure at each time step. The system monitors the calculation process in real time, recording the dynamic response of the building under seismic excitation loads, including the time-history changes of displacement, velocity, and acceleration at each floor node. After the calculation is completed, the system extracts the displacement data of each floor at each time step from the dynamic response process, generating displacement-time-history curves for each floor. Based on the displacement-time-history data of adjacent floors, the system calculates the inter-story displacement, i.e., the relative displacement between adjacent floors, and further calculates the maximum inter-story drift angle. The maximum inter-story drift angle refers to the maximum value of the ratio of inter-story drift to story height, which is an important indicator for assessing the degree of seismic damage to a building.

[0061] Through nonlinear dynamic time history analysis, the system obtained complete structural response parameters of a single building under actual seismic loading, including displacement time histories of each floor and maximum inter-story drift angles. This finite element numerical calculation-based analysis method accurately captures the dynamic response characteristics and damage evolution of buildings during earthquakes, avoiding the uncertainties in parameter estimation found in empirical methods, and providing a reliable mechanical basis for subsequent damage index calculations. Compared to traditional simplified calculation methods, nonlinear dynamic time history analysis more realistically reflects the seismic response behavior of buildings, significantly improving the scientific rigor and accuracy of earthquake damage assessment.

[0062] Based on the above embodiments, as an optional implementation method, in S104, the seismic motion parameters corresponding to the individual building are input into the finite element mechanical model, and nonlinear dynamic time history analysis is performed to generate the structural response parameters of the individual building, specifically including S41-S46:

[0063] S41 uses the seismic acceleration sequence in the ground motion parameters as a seismic excitation load and applies it to the bottom constraint boundary of the finite element mechanical model.

[0064] The system applies the seismic acceleration sequence from the ground motion parameters as a seismic excitation load to the bottom constraint boundary of the finite element mechanical model. This process simulates the physical process of seismic waves propagating from the ground to the building foundation. The seismic acceleration sequence consists of ground acceleration values ​​arranged in chronological order, typically recorded at time intervals of 0.01 or 0.02 seconds. The system converts these discrete acceleration values ​​into forced displacement boundary conditions acting on the bottom nodes of the structure. For example, for a 30-second earthquake record with a sampling frequency of 100 Hz, the system sequentially applies 3000 ground acceleration data points to the building foundation nodes to simulate the gradual propagation of the ground motion.

[0065] S42, Set the time step of dynamic analysis according to the preset time interval, and set the total calculation time and the convergence criterion of nonlinear calculation according to the preset duration;

[0066] The time step is determined based on a preset time interval, typically chosen as 0.01 seconds to ensure computational accuracy and numerical stability. The system sets the total calculation time according to the preset duration of the seismic motion parameters, ensuring coverage of the complete duration of the seismic motion, and extends it by an additional 5-10 seconds to observe the free vibration phase of the structure. Simultaneously, the system sets convergence criteria for nonlinear calculations, including force equilibrium convergence criteria and displacement convergence criteria, with a convergence tolerance typically set to 0.01% to ensure that the calculation results at each time step satisfy the mechanical equilibrium conditions.

[0067] S43, combining time step, total calculation time and convergence criteria, performs nonlinear dynamic time history analysis on the finite element mechanical model to generate the dynamic response process of a single building under seismic excitation load.

[0068] By combining these computational parameters, nonlinear dynamic time-history analysis is performed. The Newmark-β integral method or Wilson-θ method is used to solve the structural motion differential equations, and the dynamic response process of the building under seismic excitation loads is calculated step by step. During the calculation, the system monitors the nonlinear behavior of the structure in real time, including complex phenomena such as material elastoplastic deformation, large geometric deformation effects, and contact nonlinearity, generating complete time-history response data.

[0069] S44 extracts displacement data of each floor in a single building at each time step from the dynamic response process, and generates displacement time histories of each floor.

[0070] The system extracts displacement data for each floor node at each time step from the calculation results to generate displacement time histories for each floor. Displacement time histories are time-series data describing the displacement changes of floors during an earthquake, reflecting the dynamic response characteristics of the structure under seismic excitation. For example, for a 30-second earthquake analysis of a 15-story building, the system extracts displacement data for 15 floors over 3000 time steps, forming 15 displacement time history curves.

[0071] S45. Calculate the inter-story displacement between adjacent floors based on the displacement time histories of each floor, and calculate the maximum inter-story displacement angle of the single building based on the inter-story displacement.

[0072] The system calculates the inter-story displacement between adjacent floors based on the displacement time history of each floor. Inter-story displacement equals the displacement of the upper floor minus the displacement of the lower floor, reflecting the relative deformation between floors. Based on the inter-story displacement data, the system further calculates the inter-story drift angle, which is the ratio of inter-story displacement to story height. The inter-story drift angle is a key indicator for evaluating the degree of structural damage. The system identifies the maximum inter-story drift angle for each floor throughout the entire time history and determines the maximum inter-story drift angle for the entire building as a representative parameter of the overall structural response.

[0073] S46 uses the displacement time history of each floor and the maximum inter-story drift angle as structural response parameters for a single building.

[0074] The displacement time histories of each floor and the maximum inter-story drift angle are output as structural response parameters for individual buildings. The displacement time histories comprehensively reflect the dynamic response history of the building during an earthquake, while the maximum inter-story drift angle is directly related to the degree of structural damage and safety performance. This response calculation method based on nonlinear dynamic time history analysis can accurately capture the complex behavioral characteristics of structures under strong earthquakes, including factors that are difficult to consider using traditional simplified methods, such as resonance amplification effects, contributions from higher-order vibration modes, and nonlinear material effects. Compared to assessment methods based on empirical formulas or simplified models, this refined analysis method significantly improves the accuracy of structural response prediction, provides a reliable data foundation for subsequent damage assessment, and ensures the scientific validity and engineering applicability of earthquake damage assessment results.

[0075] S105. Combining structural response parameters and attribute data of individual buildings, calculate the damage index of the individual building. Based on the damage index, generate the seismic damage assessment result of the individual building. The damage index is used to characterize the degree of seismic damage to the individual building.

[0076] The system needs to combine structural response parameters and attribute data of individual buildings to calculate damage indices and generate final seismic damage assessment results. This is a crucial step in transforming numerical calculation results into practical engineering assessment conclusions. While structural response parameters such as displacement time history and maximum inter-story drift angle can reflect the seismic response of a building, they cannot directly determine the actual degree of damage and safety status. Therefore, a comprehensive damage index system needs to be established to transform the calculation results into damage level assessments that can be used for emergency decision-making.

[0077] The system first obtains the damage assessment criteria for individual buildings. These criteria establish inter-story drift angle thresholds corresponding to different damage levels based on the building's structural type and fortification requirements. For example, for reinforced concrete frame structures, the inter-story drift angle threshold for minor damage is 1 / 550, for moderate damage it is 1 / 250, for severe damage it is 1 / 100, and for collapse damage it is 1 / 50. The system compares the maximum inter-story drift angle obtained from nonlinear dynamic time history analysis with these thresholds to determine the building's preliminary damage level. Taking an 8-story office building as an example, if its maximum inter-story drift angle is 1 / 180, it is initially determined to be at a moderate damage level.

[0078] To more accurately assess the extent of building damage, the system also needs to consider the cumulative damage effect. The system calculates cumulative damage parameters based on displacement time history data for each floor. These parameters reflect the building's energy dissipation and fatigue damage accumulation throughout the earthquake. The cumulative damage parameters quantify the damage accumulation of the structure under repeated loading by analyzing the cyclic characteristics and amplitude variations of the displacement time history. Simultaneously, the system determines the weighting coefficients of the structural response based on the number of floors and floor height. High-rise buildings, due to their complex dynamic characteristics, require higher weightings, while low-rise buildings receive relatively lower weightings.

[0079] The system converts the initial damage level into a corresponding damage level value, normalizes the cumulative damage parameters to generate normalized cumulative damage parameters, and then assigns corresponding weight values ​​to both based on weighting coefficients. An initial comprehensive damage value is obtained through weighted summation, and then this value is standardized and mapped to a preset damage index range, ultimately generating a comprehensive damage index for the individual building. Based on the comprehensive damage index, the system determines the final damage level of the building and outputs it as the building's damage index.

[0080] This multi-parameter comprehensive assessment method establishes a complete transformation system from numerical calculation results to engineering damage assessment. The comprehensive damage index not only considers the maximum response of the building but also fully takes into account the cumulative damage effect and the influence of structural characteristics, avoiding the biases that may arise from single-parameter assessments. The final earthquake damage assessment results provide a scientific basis for emergency rescue and post-disaster reconstruction decisions, significantly improving the pertinence and effectiveness of earthquake disaster emergency response. Compared with traditional experience-based assessments, this method based on finite element calculation and comprehensive damage assessment has higher accuracy and reliability, providing important technical support for urban earthquake risk management.

[0081] Based on the above embodiments, as an optional implementation, in S105, the calculation of the damage index of the individual building by combining the structural response parameters and the attribute data of the individual building specifically includes S51-S56:

[0082] S51, Obtain the damage assessment criteria for individual buildings. The damage assessment criteria include the inter-story drift angle thresholds corresponding to each damage level.

[0083] The system obtains corresponding damage assessment standards based on the building's structural type, construction year, and seismic intensity. These standards are developed based on extensive domestic and international experimental research and earthquake damage surveys, and include inter-story drift angle thresholds corresponding to different damage levels. Damage levels are typically divided into five categories: basically intact, minor damage, moderate damage, severe damage, and complete destruction. Each level corresponds to a specific range of inter-story drift angles. For example, for reinforced concrete frame structures, minor damage corresponds to an inter-story drift angle threshold of 1 / 250, moderate damage to 1 / 100, severe damage to 1 / 50, and complete destruction to over 1 / 33.

[0084] S52 compares the maximum inter-story drift angle in the structural response parameters with the inter-story drift angle threshold in the damage assessment standard to determine the preliminary damage level of a single building.

[0085] The maximum inter-story drift angle calculated from the structural response parameters is compared with these inter-story drift angle thresholds, and the preliminary damage level of the building is determined by interval judgment. For example, when the maximum inter-story drift angle of a building is 1 / 120, the system determines its preliminary damage level as moderate damage. This assessment result reflects the instantaneous damage state of the building under the peak seismic response.

[0086] S53. Calculate the cumulative damage parameters of a single building based on the displacement time histories of each floor in the structural response parameters.

[0087] Cumulative damage parameters are calculated based on the displacement time histories of each floor. The Park-Ang damage model or similar cumulative damage theory is used, comprehensively considering the contributions of maximum deformation and hysteretic energy dissipation to structural damage. The formula for calculating the cumulative damage parameters is D=δmax / δu+β∫dEh / (Fyδu), where δmax is the maximum displacement, δu is the ultimate displacement, β is the energy dissipation weighting coefficient, ∫dEh is the hysteretic energy dissipation, and Fy is the yield force. The system calculates energy dissipation and deformation accumulation throughout the entire earthquake process by integrating the displacement time histories of each floor, obtaining the cumulative damage parameters reflecting structural fatigue damage.

[0088] S54. Determine the weighting coefficients of the structural response based on the number of floors and floor height of the individual building.

[0089] The weighting coefficients for the structural response are determined based on the number of stories and story height of the building. High-rise buildings, due to their significant higher-order vibration modes, have upper floors whose response contributes more to the overall damage and therefore require higher weighting coefficients. Low-rise buildings are primarily controlled by first-order vibration modes, with smaller differences in weighting between floors. The determination of the weighting coefficients is based on the results of the building's dynamic characteristic analysis, considering factors such as mass distribution, stiffness variation, and modal participation coefficients across floors to ensure the rationality of the weight allocation.

[0090] S55, combining preliminary damage level, cumulative damage parameters and weighting coefficients, calculates the comprehensive damage index of a single building.

[0091] A comprehensive damage index is calculated by combining the initial damage level, cumulative damage parameters, and weighting coefficients. The comprehensive damage index integrates multiple damage factors using a weighted average method, and the calculation formula is DI = w1 × DI1 + w2 × DI2 + w3 × DI3, where DI1 is the initial damage index based on peak response, DI2 is the cumulative damage parameter, DI3 is the structural characteristic correction factor, and w1, w2, and w3 are the corresponding weighting coefficients. This comprehensive assessment method avoids the limitations of single-index assessment and can comprehensively reflect the damage status of the building.

[0092] S56. Based on the comprehensive damage index, determine the final damage level of a single building and use the final damage level as the damage index of the single building.

[0093] The final damage level of a building is determined based on the calculated comprehensive damage index, and the numerical damage index is converted into a practical engineering damage level classification. The system establishes a correspondence between the comprehensive damage index and the damage level. When the comprehensive damage index is in the range of 0-0.1, it is judged as basically intact; 0.1-0.25 is minor damage; 0.25-0.4 is moderate damage; 0.4-0.7 is severe damage; and above 0.7 is considered destroyed.

[0094] Based on the above embodiments, as an optional implementation method, in S56, the calculation of the comprehensive damage index of a single building by combining the preliminary damage level, cumulative damage parameters, and weighting coefficients specifically includes S561-S564:

[0095] S561 converts the initial damage level into the corresponding damage level value, normalizes the cumulative damage parameter, and generates normalized cumulative damage parameter.

[0096] The system first converts the preliminary qualitative damage levels into corresponding numerical values, establishing a correspondence between damage levels and values. The system assigns 0.05 to basically intact, 0.2 to slightly damaged, 0.35 to moderately damaged, 0.55 to severely damaged, and 0.8 to completely destroyed. This numerical conversion maintains the relative differences between levels and provides a foundation for subsequent mathematical calculations. Simultaneously, the system normalizes the cumulative damage parameters. Since the range of cumulative damage parameters can vary significantly between different buildings, the system uses a maximum-minimum normalization method to map the cumulative damage parameters to the 0-1 interval. The normalization formula is D_norm=(D-D_min) / (D_max-D_min), where D is the original cumulative damage parameter, and D_max and D_min are the maximum and minimum values ​​of the parameter, respectively. This process generates normalized cumulative damage parameters, eliminating the influence of numerical magnitude differences on the assessment results.

[0097] S562 assigns corresponding weight values ​​to the damage level value and the normalized cumulative damage parameter according to the weight coefficients.

[0098] Each parameter is assigned a corresponding weight value based on pre-determined weighting coefficients. These weighting coefficients are determined based on extensive earthquake damage survey data and expert experience, reflecting the contribution of different damage mechanisms to the overall damage to the building. The system typically assigns a weight of 0.6 to the damage level value based on peak response and a weight of 0.4 to the normalized cumulative damage parameter. This weighting reflects the relative importance of instantaneous peak damage and long-term cumulative damage in the overall building damage. The weight values ​​may be adjusted for different types of buildings; for example, the weight of cumulative damage may be relatively high for steel structures with better toughness, while the weight of peak damage may be greater for brittle masonry structures.

[0099] S563, based on the weight values, the damage level values ​​and the normalized cumulative damage parameters are weighted and summed to generate the initial comprehensive damage value.

[0100] The initial comprehensive damage value is generated by weighting and summing the damage level value and the normalized cumulative damage parameter according to the assigned weight values. The weighted summation formula is DI_initial = w1 × DI_peak + w2 × DI_cumulative, where w1 and w2 are the weight values ​​for peak damage and cumulative damage, respectively, DI_peak is the damage level value, and DI_cumulative is the normalized cumulative damage parameter. For example, when the damage level value of a building is 0.35 and the normalized cumulative damage parameter is 0.6, the initial comprehensive damage value is 0.35 × 0.6 + 0.6 × 0.4 = 0.45 by weighting and summing with weight values ​​of 0.6 and 0.4. This weighted summation method ensures that different damage mechanisms are reasonably represented in the final result.

[0101] S564 standardizes the initial comprehensive damage values ​​and maps the standardized initial comprehensive damage values ​​to a preset damage index range to generate a comprehensive damage index for a single building.

[0102] The initial comprehensive damage values ​​are standardized and mapped to a preset damage index range. The system sets the standard range for the comprehensive damage index to 0-1, where 0 represents no damage and 1 represents complete destruction. The initial comprehensive damage values ​​are converted into standardized comprehensive damage indices through linear or nonlinear mapping. The standardization process also considers the physical meaning and engineering judgment criteria of the damage indices to ensure that the generated comprehensive damage indices can intuitively reflect the actual degree of damage to the building.

[0103] Based on the above method, this application also discloses a single-building seismic damage assessment system, such as... Figure 2 As shown, Figure 2 This is a structural schematic diagram of a single-building earthquake damage assessment system provided in an embodiment of this application. The system includes: a first acquisition module, a second acquisition module, a construction module, a generation module, and a combination module; wherein,

[0104] The first acquisition module acquires attribute data of each building within the assessment area and ground motion parameters of each seismic monitoring station within the assessment area. The attribute data characterizes the structural and geometric features of the buildings, and the ground motion parameters include seismic acceleration sequences sampled by each seismic monitoring station at preset time intervals over a preset duration. The second acquisition module acquires the spatial distribution of each seismic monitoring station and divides the assessment area into multiple ground motion input blocks based on this spatial distribution, ensuring that all buildings within each input block correspond to the ground motion parameters of the same seismic monitoring station. The construction module constructs a finite element mechanical model for each individual building within each input block, based on the building's attribute data. The generation module inputs the ground motion parameters corresponding to the individual building into the finite element mechanical model, performs nonlinear dynamic time history analysis, and generates structural response parameters for the individual building. The combination module combines the structural response parameters and the building's attribute data to calculate the damage index of the individual building and generates a seismic damage assessment result based on the damage index, which characterizes the degree of seismic damage to the individual building.

[0105] It should be noted that the system provided in the above embodiments is only illustrated by the division of the above functional modules. In actual applications, the above functions can be assigned to different functional modules as needed, that is, the internal structure of the device can be divided into different functional modules to complete all or part of the functions described above. In addition, the system and method embodiments provided in the above embodiments belong to the same concept, and the specific implementation process can be found in the method embodiments, which will not be repeated here.

[0106] Please see Figure 3 This is a schematic diagram of the structure of an electronic device provided in an embodiment of this application. Figure 3 As shown, the electronic device 1000 may include: at least one processor 1001, at least one network interface 1004, a user interface 1003, a memory 1005, and at least one communication bus 1002.

[0107] The communication bus 1002 is used to realize the connection and communication between these components.

[0108] The user interface 1003 may include a display screen and a camera. Optionally, the user interface 1003 may also include a standard wired interface and a wireless interface.

[0109] The network interface 1004 may optionally include a standard wired interface or a wireless interface (such as a Wi-Fi interface).

[0110] The processor 1001 may include one or more processing cores. The processor 1001 connects to various parts of the server using various interfaces and lines, and performs various server functions and processes data by running or executing instructions, programs, code sets, or instruction sets stored in the memory 1005, and by calling data stored in the memory 1005. Optionally, the processor 1001 may be implemented using at least one hardware form of Digital Signal Processing (DSP), Field-Programmable Gate Array (FPGA), or Programmable Logic Array (PLA). The processor 1001 may integrate one or a combination of several of the following: Central Processing Unit (CPU), Graphics Processing Unit (GPU), and modem. The CPU primarily handles the operating system, user interface, and applications; the GPU is responsible for rendering and drawing the content to be displayed on the screen; and the modem handles wireless communication. It is understood that the modem may also not be integrated into the processor 1001 and may be implemented as a separate chip.

[0111] The memory 1005 may include random access memory (RAM) or read-only memory. Optionally, the memory 1005 may include a non-transitory computer-readable storage medium. The memory 1005 can be used to store instructions, programs, code, code sets, or instruction sets. The memory 1005 may include a program storage area and a data storage area, wherein the program storage area may store instructions for implementing an operating system, instructions for at least one function (such as touch function, sound playback function, image playback function, etc.), instructions for implementing the above-described method embodiments, etc.; the data storage area may store data involved in the above-described method embodiments, etc. Optionally, the memory 1005 may also be at least one storage device located remotely from the aforementioned processor 1001. Figure 3 As shown, the memory 1005, which serves as a computer storage medium, may include an operating system, a network communication module, a user interface module, and an application program for assessing earthquake damage to individual buildings.

[0112] exist Figure 3In the electronic device 1000 shown, the user interface 1003 is mainly used to provide an input interface for the user and to obtain the user input data; while the processor 1001 can be used to call an application program stored in the memory 1005 for assessing earthquake damage to a single building. When executed by one or more processors, the electronic device performs one or more of the methods described in the above embodiments.

[0113] An electronic device readable storage medium stores instructions that, when executed by one or more processors, cause the electronic device to perform one or more of the methods described in the above embodiments.

[0114] It should be noted that, for the sake of simplicity, the foregoing method embodiments are all described as a series of actions. However, those skilled in the art should understand that this application is not limited to the described order of actions, as some steps may be performed in other orders or simultaneously according to this application. Furthermore, those skilled in the art should also understand that the embodiments described in the specification are preferred embodiments, and the actions and modules involved are not necessarily essential to this application.

[0115] In the above embodiments, the descriptions of each embodiment have different focuses. For parts not described in detail in a certain embodiment, please refer to the relevant descriptions in other embodiments.

[0116] In the several embodiments provided in this application, it should be understood that the disclosed apparatus can be implemented in other ways. For example, the apparatus embodiments described above are merely illustrative; for instance, the division of units is only a logical functional division, and in actual implementation, there may be other division methods. For example, multiple units or components may be combined or integrated into another system, or some features may be ignored or not executed. Furthermore, the displayed or discussed mutual couplings, direct couplings, or communication connections may be through some service interfaces; indirect couplings or communication connections between devices or units may be electrical or other forms.

[0117] The units described as separate components may or may not be physically separate. The components shown as units may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the units can be selected to achieve the purpose of this embodiment according to actual needs.

[0118] Furthermore, the functional units in the various embodiments of this application can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated unit can be implemented in hardware or as a software functional unit.

[0119] If the integrated unit is implemented as a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage device (CMD). Based on this understanding, the technical solution of this application, in essence, or the part that contributes to the prior art, or all or part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a memory and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of this application. The aforementioned memory includes various media capable of storing program code, such as USB flash drives, portable hard drives, magnetic disks, or optical disks.

[0120] The foregoing description is merely an exemplary embodiment of this disclosure and should not be construed as limiting the scope of this disclosure. Any equivalent changes and modifications made in accordance with the teachings of this disclosure shall still fall within the scope of this disclosure. Other embodiments of this disclosure will be readily apparent to those skilled in the art upon consideration of the specification and practice of the disclosure herein. This application is intended to cover any variations, uses, or adaptations of this disclosure that follow the general principles of this disclosure and include common knowledge or customary techniques in the art not described herein. The specification and embodiments are to be considered exemplary only, and the scope and spirit of this disclosure are defined by the claims.

Claims

1. A method for assessing seismic damage to a single building, characterized in that, The method includes: The attribute data of each building in the assessment area and the ground motion parameters of each seismic monitoring station in the assessment area are obtained. The attribute data is used to characterize the structural and geometric features of the buildings, and the ground motion parameters include: the seismic acceleration sequence sampled by each seismic monitoring station at a preset time interval within a preset duration. The spatial distribution of each of the earthquake monitoring stations is obtained, and the assessment area is divided into multiple seismic motion input blocks according to the spatial distribution, so that all buildings in each seismic motion input block correspond to the seismic motion parameters of the same earthquake monitoring station. For each individual building within each of the aforementioned seismic input blocks, a finite element mechanical model is constructed based on the attribute data of the individual building. The process involves inputting the seismic motion parameters corresponding to the individual building into the finite element mechanical model, performing nonlinear dynamic time history analysis to generate structural response parameters for the individual building, including: applying the seismic acceleration sequence from the seismic motion parameters as a seismic excitation load to the bottom constraint boundary of the finite element mechanical model; setting the time step of the dynamic analysis according to the preset time interval, and setting the total calculation time and convergence criterion for the nonlinear calculation according to the preset time interval; performing nonlinear dynamic time history analysis on the finite element mechanical model in combination with the time step, the total calculation time, and the convergence criterion to generate the dynamic response process of the individual building under the seismic excitation load; extracting the displacement data of each floor in the individual building at each time step from the dynamic response process to generate the displacement time history of each floor; calculating the inter-story displacement between adjacent floors based on the displacement time history of each floor, and calculating the maximum inter-story drift angle of the individual building based on the inter-story displacement; and using the displacement time history of each floor and the maximum inter-story drift angle as structural response parameters for the individual building. By combining the structural response parameters and the attribute data of the individual building, a damage index for the individual building is calculated. Based on the damage index, an earthquake damage assessment result for the individual building is generated. The damage index is used to characterize the degree of earthquake damage to the individual building.

2. The method for assessing seismic damage to a single building according to claim 1, characterized in that, The step of dividing the assessment area into multiple seismic motion input blocks according to the spatial distribution includes: calculating the distance between each building and each seismic monitoring station, assigning each building to the nearest seismic monitoring station to form multiple building groups; and dividing the assessment area into seismic motion input blocks corresponding to the number of seismic monitoring stations, using the spatial range of each building group as the boundary, so that all buildings in the same seismic motion input block correspond to the seismic motion parameters of the same seismic monitoring station.

3. The method for assessing seismic damage to a single building according to claim 1, characterized in that, The attribute data includes: contour coordinates, number of floors, floor height, structural type, construction year, and seismic intensity. Constructing a finite element mechanical model based on the attribute data of the individual building includes: determining the planar geometry of the individual building based on the contour coordinates, and constructing a planar geometric model of the individual building; determining the spatial structural dimensions of the individual building based on the number of floors and floor height, and constructing a three-dimensional spatial structural model of the individual building by combining the spatial structural dimensions and the planar geometric model; determining the material properties and component characteristic parameters of the individual building based on the structural type; determining the structural performance parameters of the individual building based on the construction year and seismic intensity; and establishing a finite element mechanical model of the individual building based on the three-dimensional spatial structural model, material properties, component characteristic parameters, and structural performance parameters.

4. The method for assessing seismic damage to a single building according to claim 3, characterized in that, The step of establishing a finite element mechanical model of the single building based on the three-dimensional spatial structure model, material properties, component characteristic parameters, and structural performance parameters includes: meshing the three-dimensional spatial structure model to generate a finite element mesh; assigning corresponding material parameters to each element in the finite element mesh according to the material properties; determining the cross-sectional properties and connection relationships of each component in the finite element mesh according to the component characteristic parameters; setting the boundary conditions and constraints of the finite element mechanical model according to the structural performance parameters; and generating the finite element mechanical model of the single building by combining the finite element mesh, material parameters, cross-sectional properties, connection relationships, boundary conditions, and constraints.

5. The method for assessing seismic damage to a single building according to claim 1, characterized in that, The step of calculating the damage index of a single building by combining the structural response parameters and the attribute data of the single building includes: obtaining a damage assessment standard for the single building, the damage assessment standard including inter-story drift angle thresholds corresponding to each damage level; comparing the maximum inter-story drift angle in the structural response parameters with the inter-story drift angle thresholds in the damage assessment standard to determine the preliminary damage level of the single building; calculating the cumulative damage parameters of the single building based on the displacement time histories of each floor in the structural response parameters; determining the weighting coefficients of the structural response based on the number of floors and floor height of the single building; calculating the comprehensive damage index of the single building by combining the preliminary damage level, the cumulative damage parameters, and the weighting coefficients; and determining the final damage level of the single building based on the comprehensive damage index, and using the final damage level as the damage index of the single building.

6. The method for assessing seismic damage to a single building according to claim 5, characterized in that, The step of calculating the comprehensive damage index of the individual building by combining the preliminary damage level, the cumulative damage parameter, and the weighting coefficient includes: converting the preliminary damage level into a corresponding damage level value; normalizing the cumulative damage parameter to generate a normalized cumulative damage parameter; assigning corresponding weight values ​​to the damage level value and the normalized cumulative damage parameter according to the weighting coefficient; performing a weighted summation of the damage level value and the normalized cumulative damage parameter according to the weight values ​​to generate an initial comprehensive damage value; and standardizing the initial comprehensive damage value and mapping the standardized initial comprehensive damage value to a preset damage index range to generate the comprehensive damage index of the individual building.

7. A seismic damage assessment system for a single building, characterized in that, The system includes: a first acquisition module, a second acquisition module, a construction module, a generation module, and a combination module; wherein, the first acquisition module is used to acquire attribute data of each building within the assessment area and seismic motion parameters of each seismic monitoring station within the assessment area, wherein the attribute data is used to characterize the structural and geometric features of the buildings, and the seismic motion parameters include: seismic acceleration sequences sampled by each seismic monitoring station at preset time intervals within a preset duration; the second acquisition module is used to acquire the spatial distribution of each seismic monitoring station, and divide the assessment area into multiple seismic motion input blocks according to the spatial distribution, so that all buildings in each seismic motion input block correspond to the seismic motion parameters of the same seismic monitoring station; the construction module is used to construct a finite element mechanical model for each individual building within each seismic motion input block based on the attribute data of the individual building; the generation module is used to input the seismic motion parameters corresponding to the individual building into the finite element mechanical model, perform nonlinear dynamic time history analysis calculations, and generate structural response parameters of the individual building, including: processing the seismic acceleration sequences in the seismic motion parameters... An earthquake excitation load is applied to the bottom constraint boundary of the finite element mechanical model. The time step for dynamic analysis is set according to a preset time interval, and the total calculation time and convergence criterion for nonlinear calculation are also set according to the preset time interval. Combining the time step, the total calculation time, and the convergence criterion, nonlinear dynamic time history analysis is performed on the finite element mechanical model to generate the dynamic response process of the single building under the earthquake excitation load. Displacement data of each floor in the single building at each time step are extracted from the dynamic response process to generate displacement time histories for each floor. Based on the displacement time histories of each floor, the inter-story displacement between adjacent floors is calculated, and the maximum inter-story drift angle of the single building is calculated based on the inter-story displacement. The displacement time histories of each floor and the maximum inter-story drift angle are used as structural response parameters of the single building. The combining module is used to combine the structural response parameters and the attribute data of the single building to calculate the damage index of the single building, and to generate an earthquake damage assessment result for the single building based on the damage index. The damage index is used to characterize the degree of earthquake damage to the single building.

8. An electronic device, characterized in that, The device includes a processor, a memory, a user interface, and a network interface. The memory is used to store instructions, the user interface and the network interface are used to communicate with other devices, and the processor is used to execute the instructions stored in the memory to cause the electronic device to perform the method as described in any one of claims 1-6.

9. A computer-readable storage medium, characterized in that, The computer program is stored that can be loaded by a processor and executed as described in any one of claims 1-6.

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