A method for constructing a finite element model of a ground motion field under a building-site effect

Abstract

The application discloses a kind of construction-site effect under seismic field finite element model construction method, it is related to finite element modeling technical field, including the construction-site coupling model including upper structure is constructed and the free field model not including upper structure is constructed, equivalent dynamic parameter modeling is carried out to upper structure to characterize the dynamic characteristics of different structure types;Multi-directional seismic input is applied to construction-site coupling model and free field model, set horizontal one-way input, horizontal two-way input and horizontal and vertical combined input, and control the direction of seismic input based on the setting incidence angle;Seismic response in different directions is extracted and direction-related mechanism model is constructed, the amplification coefficient of each direction seismic is calculated and the functional relationship between amplification coefficient and structure type and input direction is established, to determine the applicability of scale law.The method described in the application converts the originally difficult to quantify direction-related effect into a calculable and comparable index system.

Description

Technical Field

[0001] This invention relates to the field of finite element modeling technology, specifically to a method for constructing a finite element model of a seismic field under building-site effects. Background Technology

[0002] With the acceleration of urbanization and the continuous development of high-density building clusters, the interaction between building structures and the site has gradually become an important research direction in the field of earthquake engineering. Traditional seismic analysis methods are usually based on the free-field motion assumption, which assumes that the seismic input is not affected by the superstructure, and uses this as the basis for structural dynamic analysis. However, recent studies have shown that under seismic loading, building structures are not only affected by site ground motion, but their own vibrations also radiate energy to the surrounding soil through the foundation, thereby changing the local seismic field distribution characteristics. Therefore, the finite element method, due to its ability to simulate complex geometric structures and multi-medium coupling problems, has been widely used in building-site interaction analysis, and is gradually evolving from single-structure analysis to seismic field modeling under multi-structure and complex input conditions.

[0003] However, existing technologies still have significant shortcomings in finite element modeling of building-site effects. Most methods are based on unidirectional or simplified seismic inputs, lacking systematic modeling of horizontal bidirectional and vertically coupled inputs, making it difficult to reflect the true propagation direction of seismic waves and their impact on structural response. Existing studies often focus on structural response, neglecting the spatial redistribution characteristics of the seismic field itself, and lack unified methods for calculating seismic amplification factors and quantifying directional differences, making comparisons between different research results difficult. Under different structural conditions, existing methods typically fail to establish a unified mapping relationship between structural dynamic characteristics and seismic amplification effects, particularly ignoring the impact of input direction changes on scale regularity, resulting in highly limited patterns. For multi-directional inputs, existing technologies lack clear criteria and feasible calculation methods to determine whether directional correlation exists and its mechanism for disrupting traditional scale regularity. Therefore, existing methods struggle to achieve coordinated analysis of building-site coupling effects, multi-directional seismic inputs, and directional correlation amplification mechanisms within a unified framework, failing to effectively support the need for refined seismic field modeling in complex urban environments. Summary of the Invention

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

[0005] Therefore, the technical problem solved by this invention is that existing building-site effect seismic field modeling methods suffer from the following problems: simplification of seismic input direction leads to distortion of response results; lack of unified methods for quantifying seismic amplification coefficient and analyzing directional differences; difficulty in establishing unified scale rules under different structural types and ignoring the influence of directional correlation; and how to construct a finite element model of seismic field that can reflect the coupling effect between structural type and input direction under multi-directional seismic input conditions and determine the applicability of scale rules.

[0006] To address the aforementioned technical problems, this invention provides the following technical solution: a method for constructing a finite element model of a seismic field under building-site effects, comprising constructing a building-site coupled model including the superstructure and a free-field model not including the superstructure; performing equivalent dynamic parameter modeling on the superstructure to characterize the dynamic characteristics of different structural types; applying multi-directional seismic inputs to the building-site coupled model and the free-field model, setting horizontal unidirectional input, horizontal bidirectional input, and horizontal and vertical combined inputs, and controlling the direction of the seismic input based on a set incident angle; extracting seismic responses in different directions and constructing a direction-related mechanism model; calculating the seismic amplification factor in each direction and establishing a functional relationship between the amplification factor and the structural type and input direction; and determining the applicability of the scale law.

[0007] As a preferred embodiment of the method for constructing a finite element model of seismic field under building-site effects as described in this invention, the construction of a building-site coupled model including the superstructure includes: establishing a soil geometric model based on site engineering survey data, and performing layered discretization of the soil, dividing different soil layers into multiple finite element elements; establishing a finite element model of the superstructure based on building structure design parameters, simplifying the superstructure using an equivalent multi-degree-of-freedom system, and reflecting the dynamic response characteristics of the structure by uniformly parameterizing the structural mass distribution, stiffness distribution, and damping characteristics; establishing a connection between the structure and the foundation through node coupling or contact relationships, and realizing power transmission through the constraint relationship between the foundation and the soil; using a rigid connection method when the displacement trends of the structure and soil nodes are consistent, and using a contact control method when there is a relative slippage or separation trend, adjusting the relationship between contact force and displacement through contact stiffness.

[0008] As a preferred embodiment of the finite element model construction method for seismic ground motion under building-site effects described in this invention, the construction of a free-field model excluding the superstructure includes: retaining only the soil portion and removing the superstructure units under the same spatial range and mesh division conditions as the building-site coupled model; applying the same material parameters and damping settings as the coupled model to the free-field model, and arranging response monitoring points in the same spatial location; synchronously acquiring and establishing a correspondence between the responses of the corresponding nodes in the coupled model and the response of the free-field model; using the response of the free-field model as a benchmark reference value and comparing it with the response of the coupled model, characterizing the amplification effect of the building on the ground motion through the ratio of response values ​​in the same direction, and reflecting the changes in ground motion caused purely by the presence of the building based on the calculation results.

[0009] As a preferred embodiment of the finite element model construction method for seismic ground motion field under building-site effects described in this invention, the method of applying multi-directional seismic ground motion input includes: selecting a uniform seismic ground motion time history as the basic input signal and decomposing it into multiple directional components according to spatial orthogonal directions; in the case of horizontal unidirectional input, applying the input signal only to one horizontal direction; in the case of horizontal bidirectional input, applying the input signal to two orthogonal horizontal directions simultaneously, and simulating the spatial correlation of actual earthquakes by controlling the phase relationship between the two input directions; in the case of combined horizontal and vertical input, applying the input signals in both horizontal and vertical directions simultaneously, and adjusting the vertical component according to a preset proportional relationship to make the vertical component and the horizontal component form a coupling effect.

[0010] As a preferred embodiment of the finite element model construction method for seismic ground motion field under building-site effects described in this invention, the step of controlling the input direction of seismic ground motion based on a set incident angle includes: decomposing the original input signal into a spatial coordinate system by defining the propagation direction parameters of the seismic wave, so that the input signal acts on the model according to a set angle; achieving different planar propagation paths by adjusting the horizontal propagation angle; controlling the input ratio of the seismic wave in the vertical direction by adjusting the vertical incident angle; applying loads for different combinations of incident angles to form different propagation paths of the seismic wave in the site; and standardizing the input signal to uniform amplitude when the change in incident angle causes inconsistencies in the input intensity in each direction.

[0011] As a preferred embodiment of the finite element model construction method for seismic ground motion field under building-site effects described in this invention, the calculation of seismic ground motion amplification coefficients in each direction includes: selecting monitoring nodes at the same spatial location in the building-site coupled model and the free field model, and extracting response time history data in each direction respectively; for each direction, obtaining the amplification degree in the corresponding direction by comparing the maximum response amplitude or characteristic response value of the coupled model and the free field model in the corresponding direction; when using response spectrum analysis, determining the amplification relationship by comparing the response characteristic values ​​under the same period conditions; under multiple input conditions, calculating the amplification degree in each direction and forming a result set respectively; by comparing the differences between the amplification results in different directions, determining that there is a significant directional correlation when the amplification difference between any two directions exceeds a preset threshold, otherwise determining that the directional influence is weak.

[0012] As a preferred embodiment of the finite element model construction method for seismic ground motion field under building-site effects described in this invention, the determination of the applicability of the scale law includes: taking structural type parameters and input direction parameters as influencing factors, taking the amplification coefficients of each direction as the response results, and establishing a mapping relationship between structural type parameters, input direction parameters, and amplification coefficients of each direction through multi-condition calculation results; in the process of establishing the mapping relationship, classifying and fitting the amplification results under different structural types and different input directions to form a unified expression model; performing consistency analysis on the amplification results in different directions, and constructing a directional consistency index by comparing the degree of difference between the maximum amplification value and the minimum amplification value; when the directional consistency index is lower than a preset range, determining that the amplification effect satisfies the unified scale law; when the directional consistency index exceeds the preset range, determining that the directional correlation causes the scale law to fail.

[0013] As a preferred embodiment of the finite element model construction system for seismic ground motion under building-site effects described in this invention, the system includes: a dynamic characteristic analysis module, a seismic ground motion input module, and a simulation judgment module. The dynamic characteristic analysis module is used to construct a building-site coupled model including the superstructure and a free-field model excluding the superstructure, and to perform equivalent dynamic parameter modeling on the superstructure to characterize the dynamic characteristics of different structural types. The seismic ground motion input module is used to apply multi-directional seismic ground motion input to the building-site coupled model and the free-field model, setting horizontal unidirectional input, horizontal bidirectional input, and a combination of horizontal and vertical input, and controlling the direction of the seismic ground motion input based on a set incident angle. The simulation judgment module is used to extract seismic ground motion responses in different directions and construct a direction-related mechanism model, calculate the seismic ground motion amplification factor in each direction, establish the functional relationship between the amplification factor and the structural type and input direction, and determine the applicability of the scale law.

[0014] A computer device includes a memory and a processor, the memory storing a computer program, and the processor executing the computer program to implement a method for constructing a finite element model of a seismic field under building-site effects.

[0015] A computer-readable storage medium having a computer program stored thereon, wherein the computer program, when executed by a processor, implements the steps of a method for constructing a finite element model of a seismic field under building-site effects.

[0016] The beneficial effects of this invention are as follows: The finite element model construction method for seismic ground motion under building-site effects provided by this invention effectively separates the intrinsic site response and the additional influence of the structure by introducing a comparison system between the building-site coupled model and the free field model, thus giving the seismic ground motion amplification effect a clear physical source; by parameterizing the structure type and incorporating it into the analysis system with multi-directional seismic ground motion input parameters, the coupled modeling of structural characteristics and input direction is realized; by establishing directional amplification coefficient, directional difference criterion and directional consistency index, the originally difficult-to-quantify directional correlation effect is transformed into a calculable and comparable index system. Attached Figure Description

[0017] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the following description of the embodiments will be briefly introduced. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0018] Figure 1 This is an overall flowchart of a method for constructing a finite element model of a seismic field under building-site effects, as provided in Embodiment 1 of the present invention.

[0019] Figure 2 This is a schematic diagram of a computer device used in a method for constructing a finite element model of a seismic field under building-site effects, as provided in Embodiment 3 of the present invention. Detailed Implementation

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

[0021] Example 1, referring to Figure 1 As an embodiment of the present invention, a method for constructing a finite element model of a seismic field under building-site effects is provided, comprising:

[0022] S1: Construct a building-site coupled model including the superstructure and a free field model without the superstructure. Model the superstructure with equivalent dynamic parameters to characterize the dynamic characteristics of different structural types.

[0023] Furthermore, the construction of the building-site coupling model including the superstructure includes: establishing a soil geometric model based on site engineering survey data, and performing layered discretization of the soil, dividing different soil layers into multiple finite element elements; establishing a finite element model of the superstructure based on the building structure design parameters, simplifying the superstructure using an equivalent multi-degree-of-freedom system, and reflecting the dynamic response characteristics of the structure by uniformly parameterizing the structural mass distribution, stiffness distribution, and damping characteristics; establishing the connection between the structure and the foundation through node coupling or contact relationships, and realizing power transmission through the constraint relationship between the foundation and the soil; using a rigid connection method when the displacement trends of the structure and soil nodes are consistent, and using a contact control method when there is a relative slippage or separation trend, adjusting the relationship between contact force and displacement through contact stiffness.

[0024] It should also be noted that a preferred scheme for constructing a building-site coupled model including the superstructure specifically includes, firstly, establishing a soil geometric model based on site engineering survey data. The survey data should at least include the depth of the site layer interfaces, the thickness of each soil layer, natural density, shear wave velocity, compression wave velocity, Poisson's ratio, dynamic shear modulus, and damping ratio. When porous data or in-situ test data are available in the survey data, a representative profile within the influence range of the building foundation should be preferentially used as the modeling profile; when there are strata undulations between different boreholes, the layer interface below the centerline of the building foundation should be used as the main control surface, and a linear transition method should be used to form continuous soil layer boundaries for adjacent areas. The planar extent of the soil model is not directly taken from the outer boundary of the building outline, but rather based on the foundation width. With structural height The calculation range is determined jointly, whereby the lateral calculation range is taken from the outer edge of the foundation and extends to each side by no less than [a certain value]. The distance between the base and the top of the model is determined by the depth of the model bottom to the top surface of the bedrock. When the site investigation depth does not reveal the bedrock, the depth of the model bottom should not be less than the width of the foundation. Furthermore, the model should cover the depth of the main dynamic influences. The range setting ensures that the main wave field propagation and building feedback disturbances within the model can be fully deployed within the analysis area, thus avoiding truncation of the building influence range due to an excessively small model size. After the soil geometry model is established, the soil is discretized into layers. Each soil layer corresponds to a set of independent material parameters, maintaining consistent material properties within each layer. To ensure that the dynamic analysis results reflect the main frequency components of the input seismic motion, the finite element mesh size is controlled according to the minimum wavelength, i.e., the element characteristic size. satisfy:

[0025]

[0026] in, This represents the minimum shear wave velocity in each soil layer of the site. This refers to the highest effective frequency of interest in the proposed seismic motion analysis. The engineering implication is that in the most unfavorable low-wave-velocity soil layers, each minimum shear wavelength is discretized by at least 8 elements to ensure sufficient accuracy in wave propagation calculations. In this embodiment, if the superstructure is high-rise or the site contains significant weak interlayers, locally refined meshes are used near the foundation and layer boundaries. The element size in the locally refined zone can be further controlled to 1 / 2 to 2 / 3 of the element size in the normal zone to improve the resolution of wavefield redistribution near the foundation. The soil element type can be a dynamic finite element suitable for two-dimensional plane strain analysis or three-dimensional solid analysis, specifically selected based on the modeling setup. However, the coupled model and the free-field model must maintain the same element type and the same meshing strategy to ensure that the response differences do not originate from the discretization method itself.

[0027] After completing the soil model, a finite element model of the superstructure is established. The superstructure is not directly modeled as a complete, detailed component; instead, an equivalent multi-degree-of-freedom system is used for unified parameterization to create comparable dynamic descriptions across different structural types. Specifically, the mass at each floor level is concentrated at the floor control nodes to form a floor mass distribution. The lateral stiffness of each floor is extracted based on the original structural design model, section stiffness calculation results, or lateral force analysis results, and distributed among the floors according to the inter-story stiffness. Damping characteristics are determined using a unified damping ratio rule based on the structural type; for example, 0.03 to 0.05 can be used for reinforced concrete frame structures, 0.02 to 0.04 for steel structures, and appropriately larger values ​​for shear walls or tube structures to enhance their overall integrity. The distinction between high-rise, low-rise, rigid, and flexible structures is not given through subjective labels but is reflected at the parameter level through differences in structural height, total mass, inter-story stiffness distribution, and damping ratio. After this processing, different structural types have clear mass, stiffness, and damping inputs when entering the finite element model, and the values ​​can be directly assigned based on the design drawings, structural calculation sheets, or structural dynamic analysis results.

[0028] In this embodiment, the foundation and superstructure are modeled as a single entity. First, the geometry of the foundation area is established based on the actual foundation form, and then the bottom control nodes of the superstructure are connected to the top nodes of the foundation. The dynamic transmission relationship between the foundation and the soil is not fixed as a single connection mode, but rather a rigid connection or contact control is selected based on the degree of interface displacement coordination. To avoid the concepts of "consistent displacement trends" or "slippage separation trends" remaining merely conceptual, this embodiment uses relative interface displacement as the criterion. In each calculation step, the displacement vector of the bottom interface node of the foundation is taken as... The corresponding displacement vector of the soil surface interface node is The relative displacement of the interface is denoted as:

[0029]

[0030] in, This represents the current time step in dynamic time history analysis. This indicates the displacement of the base node at that time step. This indicates the displacement of the corresponding soil node. This represents the relative displacement vector between the two. Furthermore, [the following is a more detailed explanation:] Unit vector normal to the interface Projecting the normal opening / closing distance yields the component of the normal opening / closing distance; its component in the tangential plane of the interface is taken as the tangential slip distance. In practice, this is applied when the displacement increments of the foundation node and the corresponding soil node are aligned over several consecutive time steps, and the relative displacement modulus does not exceed the preset displacement tolerance. When the interface meets the displacement compatibility condition, a rigid connection is adopted; when the normal opening / closing amount is greater than the preset separation threshold... Or the tangential slippage is greater than the preset slippage threshold. If the interface shows a tendency to separate or slide, switch to contact control mode. , and These are all quantifiable engineering parameters, preferably determined jointly based on mesh size, interface material stiffness, and time step; in one specific embodiment... The feature length of adjacent units at the interface can be taken as 0.5% to 2%. The initial normal gap of the interface can be 0 to 0.5 times. The value can be 0.5% to 1% of the average distance between adjacent nodes on the interface.

[0031] Once the interface enters the contact control state, the contact stiffness is not arbitrarily set, but rather assigned values ​​based on the equivalent normal and tangential stiffness of the materials on both sides of the interface. This ensures that the contact calculation limits excessive penetration without causing numerical oscillations due to excessively high stiffness values. In practice, the equivalent normal stiffness can be estimated first based on the elastic modulus of the base material, the dynamic modulus of the soil, and the thickness of the interface influence. Then, the tangential stiffness is taken as a certain proportion of this normal stiffness. When the contact state remains stable and the interface penetration is below the allowable value, the current contact parameters are maintained. When the interface penetration exceeds the allowable value, the normal contact stiffness is increased. When the iteration process shows a clear trend of non-convergence, the tangential contact stiffness is appropriately reduced within a physically acceptable range.

[0032] It should be noted that constructing a free-field model excluding the superstructure involves retaining only the soil portion and removing the superstructure units under the same spatial range and mesh division conditions as the building-site coupled model; applying the same material parameters and damping settings to the free-field model as to the coupled model, and arranging response monitoring points in the same spatial location; synchronously acquiring and establishing correspondence between the responses of the corresponding nodes in the free-field model and the coupled model during the calculation process; using the response of the free-field model as a benchmark reference value and comparing it with the response of the coupled model, characterizing the amplification effect of the building on ground motion through the ratio of response values ​​in the same direction, and reflecting the changes in ground motion caused purely by the presence of the building based on the calculation results.

[0033] It should also be noted that a preferred approach to constructing a free-field model that does not include the superstructure specifically involves not re-modeling the free-field model independently, but rather replicating it based on the building-site coupled model to ensure strict consistency in spatial extent, floor boundaries, mesh generation, material distribution, and boundary conditions with the coupled model. Subsequently, the superstructure units and their foundation-related connection constraints are removed from the replicated model; if the coupled model contains foundation entities, the area originally occupied by the foundation is restored to the corresponding soil material, allowing this area to be reintegrated into the continuous soil mass, thus forming a free-field model unaffected by the presence of the building. The reason for adopting this approach is that the difference between the subsequent coupled model and the free-field model is reduced to a single variable: "whether the building and its feedback effects exist," which helps to clearly attribute response differences to building-site effects, rather than differences in geometric extent or material division.

[0034] To ensure that the free-field model and the coupled model can form directly comparable response sequences, corresponding response monitoring points are set for both models before calculation. Monitoring points are preferably located at the ground surface, a certain distance outside the foundation edge, and near soil interfaces where building influence may be significant. For each monitoring point in the coupled model, a corresponding monitoring point with the same spatial coordinates is set in the free-field model. If a two-dimensional model is used, the monitoring points use the same lateral position and depth coordinates; if a three-dimensional model is used, the same planar coordinates and burial depth coordinates are used. Subsequently, both models are calculated separately under the same input conditions, and the response time histories of the corresponding monitoring points are output at the same sampling time interval, thus forming a one-to-one corresponding response data pair. The term "synchronous acquisition" here refers to extracting response values ​​from the coupled model and the free-field model at the same time step, the same spatial location, and the same response direction, rather than requiring the two models to be solved in parallel within the same solution file. This synchronous correspondence can be achieved by unifying the time step and the output frequency.

[0035] After obtaining the response results of the two types of models, the free-field model is used as the benchmark reference model to isolate the amplification effect of the site itself on seismic motion, and then extract the additional amplification effect purely caused by the presence of buildings. In this embodiment, the directional response value preferably adopts one of two calibers: one is the peak acceleration in a certain direction, and the other is the acceleration response spectrum value at a specified period. In the initial comparative analysis, the peak acceleration is preferably used as the primary criterion; when it is necessary to analyze the period correlation, the response spectrum value is used as a supplementary criterion.

[0036] For any monitoring point and any response direction Take the response value in the corresponding direction of the coupled model. The response value of the free field model in the corresponding direction is The amplification factor of the monitoring point in that direction is denoted as:

[0037]

[0038] in, Indicates monitoring point In direction The magnification factor on, This represents the response value of the coupled model at that point and in that direction. This represents the response value of the free-field model at the same point and in the same direction. If If the value is less than the preset lower limit, in order to avoid the result being distorted due to an excessively small denominator, the lower limit value will be used instead of the free field response value in the calculation, or the monitoring point will be marked as a low response point and will not participate in the current direction amplification evaluation.

[0039] It should also be noted that when a structure participates in dynamic response, it is often difficult to distinguish whether the change in the seismic field is due to the amplification effect of the site itself or the result of disturbance caused by structural feedback. Especially under different structural types, traditional methods often rely on empirical classification or single model analysis, resulting in a lack of a unified reference basis between different calculation examples, making it difficult to summarize the results into universally applicable laws. Based on this problem, this invention does not simply construct a single finite element model, but introduces a comparison system of "coupled model-free field model," constraining the only variable in the calculation system to "whether the building exists," thus achieving active isolation of influencing factors at the modeling level. Simultaneously, by transforming the superstructure into an equivalent multi-degree-of-freedom parameter system, the structural type no longer exists as a discrete category but participates in the calculation as continuous dynamic parameters, thereby enabling the establishment of a unified relationship. Furthermore, through a connection criterion centered on the relative displacement of the interface, the structure-soil relationship no longer depends on fixed assumptions but can adaptively adjust according to the response state. This invention decomposes the originally intertwined "structural differences," "boundary assumptions," and "site effects" into controllable variables, thereby providing a physically clean and numerically stable analytical starting point for identifying directional effects and scale patterns.

[0040] S2: Apply multi-directional seismic motion inputs to the building-site coupled model and the free field model, set horizontal unidirectional input, horizontal bidirectional input, and horizontal and vertical combined input, and control the direction of seismic motion input based on the set incident angle.

[0041] Furthermore, applying multi-directional ground motion input includes selecting a uniform ground motion time history as the basic input signal and decomposing it into multiple directional components according to spatial orthogonal directions; in the case of horizontal unidirectional input, applying the input signal only in one horizontal direction; in the case of horizontal bidirectional input, applying the input signal simultaneously in two orthogonal horizontal directions, and simulating the spatial correlation of actual earthquakes by controlling the phase relationship between the two input directions; in the case of combined horizontal and vertical input, applying the input signals in both horizontal and vertical directions simultaneously, and adjusting the vertical component according to a preset proportional relationship to make the vertical component and the horizontal component couple.

[0042] It should also be noted that a preferred scheme for applying multi-directional seismic motion input to the building-site coupled model and the free-field model specifically includes, firstly, selecting a uniform seismic motion time history as the foundation input signal. The foundation input signal is preferably selected from strong earthquake records, artificially fitted seismic waves, or corrected time histories compatible with the design response spectrum, and uses a single reference time history. This serves as the parent time history for all input operating conditions. Here, The time variable representing the seismic motion input. This represents the baseline-corrected, filtered, and time-step-unified basic input acceleration time history. By using a single mother time history, the differences between different operating conditions are caused only by the combination of directions, phase relationships, vertical scale, and incident angle, rather than by differences in the waveform itself. In implementation, the original seismic record can first be detrended, baseline-corrected, and frequency band-unified to meet the stability and effective frequency band requirements of dynamic calculations. Then, based on the unified integration time step used by the coupled model and the free-field model, the input time history is resampled to ensure that the input signal and the two established models have consistent time discretization accuracy during numerical solution.

[0043] After obtaining the basic input signal Then, it is decomposed into initial input components according to the three orthogonal directions of the model coordinate system. For ease of subsequent unified management across multiple operating conditions, this embodiment denotes the three basic input directions as follows: , and ,in and These represent the input components in two orthogonal horizontal directions in the model coordinate system. This represents the vertical input component. There are two ways to decompose a single seismic record: first, directly use an existing three-component record and unify its orientation to the model coordinate system; second, for input records with only a single principal component, use... As the primary input, two additional directional components are constructed through directional projection, phase adjustment, and scaling. To ensure the universality of the entire method, this embodiment preferably adopts the latter approach as the basic construction rule, that is, first determine a primary input direction, and then form unidirectional, bidirectional, and tridirectional coupled inputs according to the working conditions. Under the horizontal unidirectional input condition, only one horizontal direction is applied to the seismic motion input, while no input is applied to the other horizontal and vertical directions or their amplitudes are set to zero. In implementation, the following components can be formed along... Directional unidirectional input conditions and along One-way input condition, where along When the input direction is unidirectional, take , , ;along When the input direction is unidirectional, take , , This type of working condition provides the most basic directional reference, allowing for the formation of initial comparison results under unidirectional excitation, thereby distinguishing the sensitivity of the building body to a single horizontal propagation direction.

[0044] Under the bidirectional horizontal input condition, input signals are simultaneously applied to two orthogonal horizontal directions. Unlike unidirectional input, bidirectional input requires not only the amplitudes in both directions but also the phase relationship between them to reflect the spatial correlation of actual ground motion propagating in the plane. In this embodiment, the principal components of the bidirectional input are still derived from the fundamental time history. The subcomponent is given, obtained by phase shifting and amplitude adjustment. This embodiment introduces a horizontal phase difference parameter. Horizontal amplitude ratio parameter .in, This represents the phase difference between two horizontal inputs. This indicates the magnitude ratio of the secondary level component relative to the primary level component. In implementation, when using... When the direction is the primary input direction, take , Depend on Phase difference Transform and multiply by a scale Later obtained; when When the direction is the primary input direction, the roles of the two directions are swapped accordingly. Here, the phase difference... It can be set to a fixed value, or it can be taken from a predetermined phase difference sequence, such as 0, , , etc., to form multiple sets of comparable operating conditions; amplitude ratio A value between 0.3 and 1.0 can be used to reflect the change in secondary direction excitation from weak to strong in bidirectional input. Under combined horizontal and vertical input conditions, input signals are simultaneously applied to at least one horizontal and one vertical direction. To clarify the construction rules for the vertical input, this embodiment introduces a vertical scaling parameter. This is used to characterize the proportional relationship between the vertical input amplitude and the main horizontal input amplitude. During implementation, a main horizontal input direction is first selected, for example... Direction, will Take the base time schedule Then, based on the vertical scaling parameters... The vertical input is constructed to obtain .in, The value can be selected based on the site type, input record characteristics, or engineering design requirements, with a preferred range of 0.3 to 0.8. A larger value can be used for conservative analysis, while for comparative analysis, values ​​can be selected progressively according to discrete increments, such as 0.3, 0.5, and 0.7. If the working condition also includes bidirectional horizontal input, then... and On top of this, a vertical input is superimposed, forming a combined horizontal bidirectional and vertical tridirectional input. In this way, the coupling effect between the vertical and horizontal components is no longer an abstract concept, but is defined by explicit proportional parameters. Proceed to model calculation.

[0045] It should be noted that controlling the input direction of seismic motion based on a set incident angle includes: decomposing the original input signal into a spatial coordinate system by defining the propagation direction parameters of the seismic wave, so that the input signal acts on the model at a set angle; achieving different planar propagation paths by adjusting the horizontal propagation angle; controlling the input ratio of seismic waves in the vertical direction by adjusting the vertical incident angle; applying loads for different combinations of incident angles to create different propagation paths of the seismic wave in the site; and standardizing the input signal to unify the amplitude when changes in the incident angle cause inconsistencies in the input intensity in different directions.

[0046] It should also be noted that a preferred scheme for controlling the direction of seismic motion input based on a set incident angle specifically includes, in order to facilitate the unified organization of different input methods, defining each input method as an input condition in this embodiment. All input operating conditions constitute the operating condition set. For any operating condition Its input information includes at least: the main input direction, whether it includes a secondary horizontal input, and the horizontal phase difference. Horizontal amplitude ratio Does it include vertical input and vertical scale parameters? In this way, the two types of models and the set of monitoring points obtained can be compared with the input working condition set. Establish a stable correspondence for subsequent operating condition sequences. This provides a direct input basis. After defining the input type, it is further necessary to control the direction of the seismic input based on a set incident angle. The purpose of this part is not to repeatedly construct multiple sets of inputs, but to apply the input wave to the model according to different propagation directions under the same input type, in order to examine the sensitivity of the building-site system to changes in propagation direction. This embodiment introduces two directional control parameters: horizontal propagation angle. With vertical angle of incidence .in, This indicates that the seismic wave is relative to the model in the horizontal plane. The direction angle of propagation of the axis, The incident inclination angle of the seismic wave relative to the horizontal plane characterizes the degree of vertical involvement of the seismic wave when it enters the model downwards or upwards. These two parameters together determine the component distribution of the input signal in the model coordinate system. In practice, this is first determined based on the horizontal propagation angle... Perform a planar projection on the primary horizontal input. If the basic input is defined along a reference direction, then its projection onto the model... shaft and The magnitude of the components on the axis is determined by Decision; when When changing, direction and The proportion of input allocated to each direction changes accordingly, thus forming different planar propagation paths. Furthermore, the vertical angle of incidence... Used to control the distribution relationship between the propagation of the input signal in the horizontal plane and its propagation in the vertical direction; when When the vertical input is small, it indicates that the input mainly acts on the model in a near-horizontal propagation manner, and the vertical input accounts for a small proportion; when As the value increases, the proportion of the vertical component in the total input also increases. To ensure... and Its function is independent and controllable; in this embodiment, the working conditions are fixed first. The corresponding input type is then changed under this working condition. and The values ​​of are used to form the combination of direction parameters. The input sub-conditions.

[0047] In one specific embodiment, the horizontal propagation angle Values ​​can be taken at equal intervals within the range of 0° to 180°, for example, a discrete angle can be taken every 15° or 30°, for the vertical incident angle. It can take discrete values ​​such as 0°, 15°, 30°, and 45°. For each group All will have a basic timeline Assigned according to the corresponding directional relationship , , Three input directions are applied to both the building-site coupled model and the free-field model. Changing the combination of direction angles only alters the distribution of the input components in each direction, without changing the basic spectral characteristics and time history length of the inputs, thus ensuring comparability within the same load case family.

[0048] When the angle of incidence or When changes occur, the peak value or effective energy of the three-directional input components after direct projection may change. Without standardized processing, the response differences between different operating conditions may be simultaneously affected by both directional changes and changes in total input intensity, thus weakening the accuracy of directional effect identification. Therefore, this embodiment performs uniform amplitude standardization processing on the input signal after each set of directional parameters is applied. Uniform amplitude standardization means unifying the input intensity of all operating conditions to the same reference level while maintaining the input waveform shape, phase relationship, and directional distribution ratio unchanged. This reference level is preferably controlled by peak acceleration, but can also be controlled by input energy. In a preferred embodiment, the target peak acceleration of the main input component is used. As a unified benchmark. For any working condition and combination of directional parameters First, the control peak values ​​in each direction of the input components after projection are obtained, and then the scaling factor of this working condition relative to the reference peak value is obtained. Then, all directional input components for that operating condition are scaled simultaneously using the same scaling factor. After this uniform scaling process, the input differences between different operating conditions retain only the differences in directional composition, and no longer include differences in total amplitude.

[0049] If peak normalization is used, the maximum absolute peak value among the input components in each direction is taken as the current operating condition control value, and it is adjusted to the preset reference peak value. If energy standardization is used, the total energy index after synthesis of inputs from each direction is calculated within a unified time interval and adjusted to a preset reference energy. Since this invention primarily uses the peak response and response spectrum response at monitoring points as the basis for judgment, peak standardization is preferred as the default scheme. After this processing, the subsequent results... . and With a consistent input amplitude across different operating conditions, it can be directly used for directional correlation comparisons. During numerical application, the building-site coupled model and the free-field model should use identical input conditions. Same direction parameters The same phase difference The same horizontal amplitude ratio Same vertical proportion and the same standardized coefficient .

[0050] After solving for each working condition, at the same monitoring points in both types of models... and in the same direction Output the response time history.

[0051] It should also be noted that, compared to model construction, the impact of the seismic motion input method on the analysis results is often more subtle but equally crucial. Existing studies commonly use unidirectional or fixed-direction inputs. While this simplifies the problem, it also inadvertently masks an important fact: real seismic motions exhibit significant directionality and multi-component coupling characteristics in space, and structural responses to different propagation paths are not equivalent. In this context, indiscriminately comparing results from different operating conditions can easily lead to misinterpreting differences in input direction as structural or site differences. To address this issue, this invention adopts a more structured approach: using a single parent time history as a unified benchmark, multidirectional seismic motion inputs are systematically organized into a space of controllable variables by introducing parameters such as phase difference, amplitude ratio, and incident angle. More importantly, through unified amplitude standardization, different directional combinations are kept consistent at the energy level, thereby decoupling directional changes from input intensity changes. In this way, differences between different operating conditions can be clearly attributed to the directional parameters themselves, rather than changes in the input scale. The present invention does not increase the complexity of the input, but rather establishes a “comparable complex input system” that allows directional effects to be explicitly observed and analyzed under controlled conditions.

[0052] S3: Extract the seismic response in different directions and construct a direction-related mechanism model, calculate the seismic amplification factor in each direction, establish the functional relationship between the amplification factor and the structure type and input direction, and determine the applicability of the scale law.

[0053] Furthermore, the calculation of the seismic amplification factor in each direction includes selecting monitoring nodes at the same spatial location in both the building-site coupled model and the free-field model, and extracting response time history data in each direction; for each direction, the amplification degree in the corresponding direction is obtained by comparing the maximum response amplitude or characteristic response value in the coupled model and the free-field model in the corresponding direction; when using response spectrum analysis, the amplification relationship is determined by comparing the response characteristic values ​​under the same period conditions; under multiple input conditions, the amplification degree in each direction is calculated separately and a result set is formed; by comparing the differences between the amplification results in different directions, a significant directional correlation is determined when the amplification difference between any two directions exceeds a preset threshold, otherwise the directional influence is determined to be weak.

[0054] It should also be noted that a preferred scheme for calculating the seismic amplification factor in each direction specifically includes, for any input condition Dynamic response calculations were performed in both the building-site coupled model and the free-field model, and the corresponding responses were extracted from the set of monitoring nodes. For any monitoring node... and direction Obtain the response time history of the coupled model respectively. Response time history of free field model superscript Indicates a coupled model containing buildings, superscript Indicates a free-field model, superscript This indicates that the operating condition number is being entered. To unify the time variable.

[0055] The response data is output based on a unified time step and sampling rules to ensure comparability between different operating conditions. After response extraction, this embodiment preferably uses the peak response as the primary criterion. Specifically, for any node... ,direction and working conditions The maximum absolute value of the response time histories of the coupled model and the free-field model are taken as the representative response amplitudes, and the directional amplification factor is defined accordingly:

[0056]

[0057] in, Indicates working condition Next node In direction The degree of magnification.

[0058] By performing ratio processing on the responses at the same location and in the same direction, the amplification effect of the site itself is removed from the calculation results, leaving only the additional effects caused by the existence of the building.

[0059] To avoid the ratio being distorted due to an excessively small free-field response, when Less than the preset lower limit value If necessary, replace it with the lower limit value for calculation, or mark the node as a low-response node and exclude it from subsequent statistical analysis.

[0060] When it is necessary to analyze periodic characteristics, a response spectrum can be introduced as a supplementary indicator based on the peak criterion, that is, within a specified period. The response spectra of the coupled model and the free-field model are extracted separately, and their ratio is calculated as the spectral amplification factor. This spectral index is used to assist in verifying the stability of the peak results, but does not change the overall judgment process.

[0061] After obtaining the magnification coefficients in each direction Then, the results from different directions at the same node and under the same working condition are compared to identify directional correlations. Specifically, for any two different directions... and The difference in their amplification factors is constructed and expressed as:

[0062]

[0063] When the difference exceeds the preset threshold If the node exhibits a significant directional correlation under that operating condition, it is determined that the directional difference has a weak impact on the amplification effect; otherwise, it is considered that the directional difference has a relatively weak impact. Threshold The value can be determined based on engineering experience or statistical analysis, and is typically between 0.1 and 0.3, reflecting the degree to which the difference in response in different directions reaches engineering significance. Since the determination under a single working condition may be affected by random factors, this embodiment further performs statistical analysis within a multi-working-condition range. For the same node... The proportion of all input conditions that meet the directional difference condition is statistically analyzed, and this proportion is used as a stability indicator of directional correlation. When this proportion exceeds a preset threshold... At that time, it was assumed that the node had a stable directional correlation effect under multi-directional input conditions, thus eliminating misjudgments caused by random fluctuations.

[0064] It should be noted that the applicability of the scale rule is determined by taking structural type parameters and input direction parameters as influencing factors, and amplification coefficients in each direction as response results. A mapping relationship is established between structural type parameters, input direction parameters, and amplification coefficients in each direction through multi-condition calculations. During the establishment of this mapping relationship, a unified expression model is formed by classifying and fitting the amplification results under different structural types and input directions. Consistency analysis is performed on the amplification results in different directions, and a directional consistency index is constructed by comparing the degree of difference between the maximum and minimum amplification values. When the directional consistency index is below a preset range, the amplification effect is determined to satisfy the unified scale rule; when the directional consistency index exceeds the preset range, the directional correlation is determined to cause the scale rule to fail.

[0065] It should also be noted that a preferred approach to determining the applicability of scale laws specifically includes further using the amplification factor to construct a directional correlation mechanism model. Specifically, this involves using structural type parameters (including structural height)... Equivalent stiffness and damping ratio ) and input direction parameters (including horizontal propagation angle) Vertical angle of incidence Phase difference Amplitude ratio and () as input variable, magnification factor As a response variable, a mapping relationship among the three is established based on the results of multi-condition calculations. This mapping relationship can be obtained through grouped statistics or fitting analysis to reveal the response variation patterns of different structural types under different input directions.

[0066] To further determine whether the uniform scale rule holds true, this embodiment introduces a directional consistency index. For any node and operating condition, the ratio of the maximum to the minimum value among the three directional amplification factors is taken as the consistency index. , represented as:

[0067]

[0068] When consistency index When the value is close to 1, it indicates that the amplification effect is consistent in different directions, satisfying the uniform scale law; when the consistency index .... A value significantly greater than 1 indicates a significant directional difference. To improve the stability of the judgment, the average or statistical representative value of this index for all operating conditions can be taken to obtain the overall consistency index of the node. Furthermore, when Less than the preset threshold When the amplification effect meets the uniform scaling law, it is determined that the amplification effect satisfies the scale law; when it exceeds this threshold, it is considered that the directional correlation has caused the scale law to fail. Threshold It can be determined based on the reference working condition without directional effect or the allowable error range of the project, and is generally taken between 1.1 and 1.3.

[0069] It should also be noted that, even with a large number of response results, how to extract universally applicable patterns from them, rather than remaining at the level of case analysis, is a crucial issue. Especially under multi-directional input conditions, whether the differences between responses in different directions are systematic and sufficient to alter existing scale patterns often lacks a clear determination path in existing research. This invention constructs an amplification coefficient by comparing the response ratios of the coupled model and the free-field model, bringing all results into a unified measurement system. Subsequently, by examining the differences between amplification coefficients in different directions, an explicit criterion for directional correlation is introduced, transforming the directional influence from an implicit phenomenon into a calculable indicator. Based on this, structural parameters and input directional parameters are jointly mapped onto the amplification coefficient, expanding the problem from single-variable analysis to multi-variable coupling relationship analysis. Finally, through the directional consistency index, the previously empirical question of "whether scale patterns hold true" is transformed into a determinate one. This invention does not merely calculate more results, but constructs a complete logical chain from response extraction and difference identification to pattern determination, providing a generalizable, comparable, and determinate analytical framework for complex seismic field problems.

[0070] Example 2, an embodiment of the present invention, provides a finite element model construction system for seismic ground motion field under building-site effects, including a dynamic characteristic analysis module, a seismic ground motion input module, and a simulation judgment module.

[0071] The dynamic characteristics analysis module is used to construct a building-site coupled model including the superstructure and a free-field model without the superstructure. It performs equivalent dynamic parameter modeling on the superstructure to characterize the dynamic characteristics of different structural types. The seismic motion input module is used to apply multi-directional seismic motion input to the building-site coupled model and the free-field model. It sets horizontal unidirectional input, horizontal bidirectional input, and horizontal and vertical combined input, and controls the direction of seismic motion input based on the set incident angle. The simulation judgment module is used to extract the seismic motion response in different directions and construct a direction-related mechanism model, calculate the seismic motion amplification factor in each direction, establish the functional relationship between the amplification factor and the structure type and input direction, and determine the applicability of the scale law.

[0072] Example 3, referring to Figure 2 This embodiment also provides a computer device applicable to the method for constructing a finite element model of a seismic field under building-site effects, including: a memory and a processor; the memory is used to store computer-executable instructions, and the processor is used to execute the computer-executable instructions to realize the method for constructing a finite element model of a seismic field under building-site effects as proposed in the above embodiment.

[0073] The computer device can be a terminal, comprising a processor, memory, communication interface, display screen, and input devices connected via a system bus. The processor provides computing and control capabilities. The memory includes non-volatile storage media and internal memory. The non-volatile storage media stores the operating system and computer programs. The internal memory provides an environment for the operation of the operating system and computer programs stored in the non-volatile storage media. The communication interface is used for wired or wireless communication with external terminals; wireless communication can be achieved through Wi-Fi, carrier networks, NFC (Near Field Communication), or other technologies. The display screen can be an LCD screen or an e-ink screen. The input devices can be a touch layer covering the display screen, buttons, a trackball, or a touchpad on the computer device's casing, or an external keyboard, touchpad, or mouse.

[0074] This embodiment also provides a storage medium storing a computer program that, when executed by a processor, implements the method for constructing a finite element model of a seismic field under building-site effects as proposed in the above embodiments. The storage medium can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as Static Random Access Memory (SRAM), Electrically Erasable Programmable Read-Only Memory (EEPROM), Erasable Programmable Read Only Memory (EPROM), Programmable Red-Only Memory (PROM), Read-Only Memory (ROM), magnetic storage, flash memory, magnetic disk, or optical disk.

Claims

1. A method for constructing a finite element model of a seismic field under building-site effects, characterized in that, include: Construct a building-site coupled model that includes the superstructure and a free field model that does not include the superstructure. Model the superstructure with equivalent dynamic parameters to characterize the dynamic characteristics of different structural types. Multi-directional seismic motion inputs are applied to the building-site coupled model and the free field model. Horizontal unidirectional input, horizontal bidirectional input, and a combination of horizontal and vertical inputs are set, and the direction of the seismic motion input is controlled based on the set incident angle. Seismic ground motion responses in different directions are extracted and a direction-dependent mechanism model is constructed. Seismic ground motion amplification factors in each direction are calculated, and the functional relationship between the amplification factors and the structure type and input direction is established to determine the applicability of the scale law.

2. The method for constructing a finite element model of seismic ground motion field under building-site effects as described in claim 1, characterized in that: The construction of the building-site coupling model, which includes the superstructure, includes... Based on site engineering survey data, a soil geometric model was established, and the soil was discretized in layers, dividing different soil layers into multiple finite element units. A finite element model of the superstructure is established based on the building structure design parameters. The superstructure is simplified by adopting an equivalent multi-degree-of-freedom system. The structural mass distribution, stiffness distribution and damping characteristics are uniformly parameterized to reflect the dynamic response characteristics of the structure. The connection between the structure and the foundation is established through node coupling or contact relationships, and the power transmission is achieved through the constraint relationship between the foundation and the soil. When the displacement trends of the structure and soil nodes are consistent, a rigid connection method is used. When there is a relative slippage or separation trend, a contact control method is used, and the relationship between contact force and displacement is adjusted by adjusting the contact stiffness.

3. The method for constructing a finite element model of seismic ground motion field under building-site effects as described in claim 2, characterized in that: The construction of a free-field model that does not include a superstructure includes, Under the same spatial range and mesh division conditions as the building-site coupled model, only the soil part is retained and the superstructure unit is removed; Apply the same material parameters and damping settings to the free field model as to the coupled model, and arrange response monitoring points in the same spatial location; During the calculation process, the responses of the corresponding nodes in the free field model and the corresponding relationships in the coupled model are synchronously collected and established. The response of the free-field model is used as a benchmark reference value, and the response of the coupled model is compared with it. The ratio of the response values ​​in the same direction is used to characterize the amplification effect of the building on the ground motion. The calculation results reflect the changes in ground motion caused purely by the presence of the building.

4. The method for constructing a finite element model of a seismic field under building-site effects as described in claim 3, characterized in that: The application of multi-directional seismic input includes, A uniform seismic motion time history is selected as the basic input signal and decomposed into multiple directional components according to spatial orthogonal directions; Under horizontal unidirectional input conditions, the input signal is applied only in one horizontal direction; Under the horizontal bidirectional input condition, input signals are applied to two orthogonal horizontal directions simultaneously, and the spatial correlation of actual earthquakes is simulated by controlling the phase relationship between the inputs in the two directions. Under the combined input conditions of horizontal and vertical directions, input signals in both horizontal and vertical directions are applied simultaneously, and the vertical component is adjusted according to a preset ratio to couple the vertical component with the horizontal component.

5. The method for constructing a finite element model of seismic ground motion field under building-site effects as described in claim 4, characterized in that: The control of the seismic input direction based on a set incident angle includes... By defining the propagation direction parameters of seismic waves, the original input signal is decomposed in the spatial coordinate system, so that the input signal acts on the model at a set angle. Different planar propagation paths can be achieved by adjusting the horizontal propagation angle, and the proportion of seismic wave input in the vertical direction can be controlled by adjusting the vertical incident angle. Loading was applied for different combinations of incident angles to create different propagation paths for seismic waves in the site; When changes in the incident angle cause inconsistencies in the input intensity in different directions, the input signal is standardized to a uniform amplitude.

6. The method for constructing a finite element model of seismic ground motion field under building-site effects as described in claim 5, characterized in that: The calculation of the seismic amplification factor in each direction includes, In the building-site coupled model and the free field model, monitoring nodes with the same spatial location are selected, and response time history data in each direction are extracted respectively. For each direction, the amplification degree in the corresponding direction is obtained by comparing the maximum response amplitude or characteristic response value of the coupled model and the free field model in the corresponding direction. When using response spectrum analysis, the amplification relationship is determined by comparing the response characteristic values ​​under the same period conditions; Under multiple input conditions, the amplification degree in each direction is calculated and a result set is formed; By comparing the differences between magnification results in different directions, a significant directional correlation is determined when the difference between magnifications in any two directions exceeds a preset threshold; otherwise, the directional influence is determined to be weak.

7. The method for constructing a finite element model of seismic ground motion field under building-site effects as described in claim 6, characterized in that: The applicability of the judgment criteria rules includes, By taking structural type parameters and input direction parameters as influencing factors and amplification coefficients in each direction as response results, a mapping relationship between structural type parameters, input direction parameters and amplification coefficients in each direction is established through multi-condition calculation results. In the process of establishing the mapping relationship, the amplification results under different structural types and different input directions are classified and fitted to form a unified expression model; Consistency analysis was performed on the magnification results in different directions, and a directional consistency index was constructed by comparing the degree of difference between the maximum and minimum magnification values. When the directional consistency index is below the preset range, the amplification effect is determined to meet the uniform scale law. When the directional consistency index exceeds the preset range, the directional correlation is determined to cause the scale law to fail.

8. A finite element model construction system for seismic ground motion fields under building-site effects, employing the finite element model construction method for seismic ground motion fields under building-site effects as described in any one of claims 1 to 7, characterized in that: Includes a dynamic characteristic analysis module, a seismic motion input module, and a simulation judgment module; The dynamic characteristic analysis module is used to construct a building-site coupling model that includes the superstructure and a free field model that does not include the superstructure, and to perform equivalent dynamic parameter modeling on the superstructure to characterize the dynamic characteristics of different structural types. The ground motion input module is used to apply multi-directional ground motion input to the building-site coupled model and the free field model. It can set horizontal unidirectional input, horizontal bidirectional input and horizontal and vertical combined input, and control the direction of ground motion input based on the set incident angle. The simulation judgment module is used to extract the seismic response in different directions and construct a direction-related mechanism model, calculate the seismic amplification factor in each direction, establish the functional relationship between the amplification factor and the structure type and input direction, and determine the applicability of the scale law.

9. A computer device comprising a memory and a processor, wherein the memory stores a computer program, characterized in that, When the processor executes the computer program, it implements the steps of the method for constructing a finite element model of a seismic field under building-site effects as described in any one of claims 1 to 7.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that, When the computer program is executed by the processor, it implements the steps of the method for constructing a finite element model of a seismic field under building-site effects as described in any one of claims 1 to 7.

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