Resident self-built house post-earthquake damage assessment method and system based on Park-Ang damage index

Abstract

The invention relates to the field of house safety assessment, and discloses a Park-Ang damage index-based resident self-built house post-earthquake damage assessment method and system, and the method comprises the steps: carrying out the clustering of a plurality of resident self-built houses according to the upper structure main body information, foundation basic information and site condition information of the plurality of resident self-built houses, and carrying out the building of a plurality of resident self-built houses; obtaining a plurality of resident self-built house clustering groups respectively comprising a plurality of resident self-built houses; determining a plurality of earthquake acceleration records corresponding to each resident self-built house cluster group in a global earthquake database according to upper structure main body information, foundation basic information and site condition information of a plurality of resident self-built houses in each resident self-built house cluster group; and determining a structural damage level corresponding to each resident self-built house. According to the method, on the basis of Park-Ang damage indexes obtained based on a large amount of seismic oscillation time history analysis, accurate, rapid and scientific post-earthquake damage evaluation can be carried out on the resident self-built house earthquake.

Description

Technical Field

[0001] This application relates to the field of building safety assessment technology, and more specifically, to a method and system for assessing post-earthquake damage to self-built residential buildings based on the Park-Ang damage index. Background Technology

[0002] In the field of building engineering, post-earthquake damage assessment is a crucial step in determining structural safety and repair feasibility. Among existing methods, the Park-Ang damage index model is widely used for damage assessment of reinforced concrete structures. By combining the two parameters of maximum deformation and cumulative energy dissipation, it comprehensively reflects the elastoplastic response and energy dissipation process of the structure under seismic loading. The core idea of ​​the Park-Ang damage index model is to combine the two factors of "maximum deformation" and "cumulative energy dissipation," allocating their weights through a combination coefficient β to calculate a final damage index value. This provides a more comprehensive and scientific reflection of the overall damage status of the structure under seismic loading, and the Park-Ang damage index model has good applicability in standard structures or typical frames.

[0003] However, in the post-earthquake damage assessment of self-built residential buildings, the diverse structural forms, varying building materials, lack of structural specifications, and significant differences in foundation conditions make it difficult to select appropriate seismic acceleration records for assessing the Park-Ang damage index. Existing Park-Ang models for self-built building damage assessment lack sufficient scientific rigor in their selection of seismic acceleration records, making it difficult to determine these records using standardized criteria or typical experimental data. This results in high uncertainty in building assessments using the Park-Ang damage index model, directly impacting the accuracy and scientific validity of the damage assessment results and limiting the reliable application of the Park-Ang damage index model in actual earthquake damage assessment of self-built buildings. Summary of the Invention

[0004] The purpose of this application is to provide a method and system for assessing post-earthquake damage to self-built houses based on the Park-Ang damage index. This method solves the technical problem of accurately and scientifically determining seismic acceleration records when assessing post-earthquake damage to self-built houses using the Park-Ang model, and achieves the technical effect of accurately and scientifically determining seismic acceleration records when assessing post-earthquake damage to self-built houses using the Park-Ang model.

[0005] This application provides a method for post-earthquake damage assessment of self-built residential buildings based on the Park-Ang damage index. The method includes: acquiring information on the superstructure, foundation, and site conditions of multiple self-built residential buildings; clustering the multiple self-built residential buildings based on this information to obtain multiple clusters, each containing multiple self-built residential buildings; and determining multiple seismic acceleration records corresponding to each cluster in a global earthquake database based on the superstructure, foundation, and site conditions of the multiple self-built residential buildings in each cluster. Multiple seismic acceleration records include multiple near-fault seismic acceleration records and / or multiple far-fault seismic acceleration records; based on the multiple seismic acceleration records corresponding to each self-built house cluster, multiple damage indices are determined for each self-built house and each of the multiple seismic acceleration records; the multiple damage indices corresponding to each self-built house and each of the multiple seismic acceleration records are summarized to obtain the multiple damage index spectrum for each self-built house in each self-built house cluster; the distribution test is performed on the multiple damage index spectra to obtain representative values ​​of the damage indices; using an empirical value table and the representative values ​​of the damage indices corresponding to each self-built house, the structural damage level corresponding to each self-built house is determined; among which... Based on multiple seismic acceleration records corresponding to each cluster of self-built houses, the damage index corresponding to each self-built house and multiple seismic acceleration records is determined, including: obtaining the structural natural period, structural damping ratio, strength reduction factor, and hardening factor for each self-built house; based on the structural natural period, structural damping ratio, strength reduction factor, hardening factor, and each seismic acceleration record corresponding to the cluster of self-built houses to which each self-built house belongs, the inelastic force-displacement model of each self-built house is determined; wherein, the inelastic force-displacement model includes the structural yield force and structural yield displacement corresponding to each self-built house; based on the inelastic force-displacement model of each self-built house... The elastic force-displacement model, through iterative solutions using the fundamental equations of structural dynamics and the Newton-Raphson method, yields the inelastic time history and structural resistance-displacement curves of each self-built residential building under seismic motion. Based on the inelastic time history of each building under seismic motion, the maximum displacement corresponding to each building is determined. Integrating the structural resistance-displacement curve for each building yields the yield energy dissipation. Using the Park-Ang damage index formula, the damage index corresponding to each building and each seismic acceleration record is determined based on the maximum displacement, yield energy dissipation, structural yield force, and structural yield displacement.

[0006] In one possible implementation, based on the structural natural period, structural damping ratio, strength reduction factor, hardening factor, and multiple seismic acceleration records corresponding to the cluster of self-built houses, a non-elastic force-displacement model for each self-built house is determined. This includes: determining the minimum elastic strength requirement and elastic displacement requirement for each self-built house based on its structural natural period, structural damping ratio, and multiple seismic acceleration records corresponding to its cluster; determining the structural yield force for each self-built house based on its minimum elastic strength requirement and strength reduction factor; determining the structural yield displacement for each self-built house based on its elastic displacement requirement and strength reduction factor; and determining the post-yield stiffness for each self-built house based on its hardening factor. The structural yield force, structural yield displacement, and post-yield stiffness are then used as the non-elastic force-displacement model.

[0007] In another possible implementation, a distribution test is performed on multiple damage index spectra to obtain representative values ​​of the damage indices, including: determining multiple damage index spectra D. M The average value is used to obtain the average damage spectrum; the average damage spectrum D is then determined. M The average damage spectrum mean and standard deviation for each period are used to determine the sum of the average damage spectrum mean and standard deviation for each period, thus obtaining a representative value of the damage index with an 84% guarantee rate.

[0008] In another possible implementation, based on the superstructure information, foundation information, and site condition information of multiple self-built houses, clustering is performed on the multiple self-built houses to obtain multiple cluster groups, each containing multiple self-built houses. This includes: obtaining the building structure type, number of stories, floor slab type, construction year, seismic resistance measures, and building facade regularity from the superstructure information of each self-built house, and determining the superstructure feature vector corresponding to the building structure type, number of stories, floor slab type, construction year, seismic resistance measures, and building facade regularity in the superstructure information; obtaining the foundation conditions and... The basic form is determined, and the foundation condition and foundation form corresponding to the foundation information are identified. The seismic intensity and potential seismic source distance in the site condition information of each self-built house are obtained, and the site condition feature vector corresponding to the seismic intensity and potential seismic source distance in the site condition information is determined. Among them, the building structure types include brick-concrete structure, brick-wood structure, reinforced concrete frame structure and adobe structure. The K-Prototypes clustering algorithm is used to cluster the superstructure main feature vector, foundation feature vector and site condition feature vector corresponding to multiple self-built houses, respectively, to obtain multiple self-built house cluster groups.

[0009] In another possible implementation, based on the superstructure information, foundation information, and site condition information of multiple self-built houses in each self-built house cluster, multiple seismic acceleration records corresponding to each self-built house cluster are determined in the global earthquake database. This includes: determining the potential magnitude range corresponding to the self-built house cluster based on the potential magnitude in the site condition information of each self-built house in the cluster; filtering multiple first seismic acceleration records from the global earthquake database using the potential magnitude range; determining the potential source distance range corresponding to the self-built house cluster based on the potential source distance of each self-built house in the cluster; determining multiple second seismic acceleration records covering the potential source distance range from the multiple first seismic acceleration records; obtaining the foundation conditions of each self-built house in the cluster, and determining multiple third seismic acceleration records including the foundation conditions of each self-built house from the multiple second seismic acceleration records; and using the multiple third seismic acceleration records as the multiple seismic acceleration records corresponding to each self-built house cluster.

[0010] In another possible implementation, based on the superstructure information, foundation information, and site condition information of multiple self-built houses in each self-built house cluster, multiple seismic acceleration records corresponding to each self-built house cluster are determined in the global earthquake database. This also includes: obtaining the acceleration response spectra of multiple third-order seismic acceleration records; determining the natural period range corresponding to each self-built house cluster based on the natural period of each house in the cluster; identifying multiple fourth-order seismic acceleration records whose acceleration response spectra fall within the natural period range from the multiple third-order seismic acceleration records; and using these multiple fourth-order seismic acceleration records as the multiple seismic acceleration records corresponding to each self-built house cluster.

[0011] In another possible implementation, based on the superstructure information, foundation information, and site condition information of multiple self-built houses in each self-built house cluster, multiple seismic acceleration records corresponding to each self-built house cluster are determined in the global earthquake database. This also includes: when the number of fourth seismic acceleration records is greater than or equal to the preset number of records, and when the self-built houses in the self-built house cluster possess a standard design response spectrum, determining the spectral similarity between each fourth seismic acceleration record and the standard design response spectrum; among the multiple fourth seismic acceleration records, determining the fifth seismic acceleration record with a spectral similarity greater than or equal to the preset spectral similarity; and using the multiple fifth seismic acceleration records as the multiple seismic acceleration records corresponding to each self-built house cluster.

[0012] In another possible implementation, the preset number of records is determined as follows: The main feature vectors of the superstructure, foundation, and site conditions of multiple self-built houses in a cluster of self-built houses are determined to identify the Gower distances between them. Based on these Gower distances, the average Gower distance between the self-built houses is determined. Using an empirical value table, the Gower distance dispersion between the self-built houses is determined based on the number of houses in the cluster and the average Gower distance. The number of seismic acceleration record bases corresponding to the number of houses in the cluster is obtained, and the product of the number of seismic acceleration record bases and the Gower distance dispersion is used as the preset number of records.

[0013] In another possible implementation, the method further includes: clustering multiple damage index spectra corresponding to each self-built house in each self-built house cluster group to obtain multiple damage index spectrum cluster groups corresponding to each self-built house; performing distribution tests on the multiple damage index spectrum cluster groups corresponding to each self-built house to obtain representative damage index values ​​corresponding to each cluster group; determining the maximum value of the multiple damage index representative values ​​corresponding to the multiple damage index spectrum cluster groups corresponding to each self-built house; and determining the structural damage level corresponding to each self-built house by using an empirical value table and the maximum value of the multiple damage index representative values ​​corresponding to each self-built house.

[0014] This application also provides a post-earthquake damage assessment system for self-built residential buildings based on the Park-Ang damage index, including a unit for performing the method described in any of the preceding claims.

[0015] The beneficial effects of the embodiments in this application compared with the prior art are: This application provides a method for post-earthquake damage assessment of self-built residential buildings based on the Park-Ang damage index. The method includes: acquiring information on the superstructure, foundation, and site conditions of multiple self-built residential buildings; clustering the multiple self-built residential buildings based on the superstructure, foundation, and site conditions to obtain multiple cluster groups, each containing multiple self-built residential buildings; and determining the location of each residential building in the global earthquake database based on the superstructure, foundation, and site conditions of the multiple self-built residential buildings in each cluster group. This application uses a method that groups self-built houses into clusters based on multiple seismic acceleration records. Based on these records, multiple damage indices are determined for each self-built house and each seismic acceleration record. These indices are then aggregated to obtain a spectrum of damage indices for each self-built house within each cluster. A distribution test is performed on the damage index spectra to obtain representative values. Finally, using an empirical value table and the representative values ​​of the damage indices for each self-built house, the structural damage level is determined. This method groups self-built houses with similar superstructures, foundations, and site conditions into the same cluster, ensuring consistency in their seismic response. Subsequently, for each cluster, multiple seismic acceleration records matching the cluster characteristics are selected from the global earthquake database, based on the structural, foundation, and potential seismic source characteristics of the buildings within the group. This improves the accuracy and scientific validity of determining the seismic acceleration records, thus enhancing the scientific validity of determining the Park-Ang damage index for self-built houses. Attached Figure Description

[0016] To more clearly illustrate the technical solutions in the embodiments of this application, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0017] Figure 1 A flowchart illustrating the first method for assessing post-earthquake damage to self-built residential buildings based on the Park-Ang damage index, provided for embodiments of this application; Figure 2 A schematic diagram of the workflow of the first method for assessing post-earthquake damage to self-built houses based on the Park-Ang damage index provided in this application embodiment; Figure 3 A schematic diagram of the force-displacement curve of an inelastic system provided in an embodiment of this application; Figure 4 This is a schematic diagram of a two-story brick-concrete self-built house in an embodiment of this application; Figure 5 This is a schematic diagram of a seismic acceleration record in an embodiment of this application; Figure 6 A schematic diagram showing the response spectrum of an EI Centro earthquake with a period of 0.1–0.4 s. Figure 7 This represents the inelastic response time history of a single-degree-of-freedom system with a natural period of 0.3 s under EI Centro earthquake loading. Figure 8 This is an example of a force-displacement curve in an embodiment of this application; Figure 9 This is a schematic diagram of a damage spectrum curve in an embodiment of this application; Figure 10 This is a schematic diagram illustrating the guarantee rate processing of damage spectrum curves of three ground motions in an embodiment of this application. Figure 11 A flowchart illustrating the second method for assessing post-earthquake damage to self-built residential buildings based on the Park-Ang damage index, provided in this application embodiment; Figure 12 This is a schematic diagram of the logical structure of a post-earthquake damage assessment system for self-built residential buildings based on the Park-Ang damage index, provided as an embodiment of this application. Detailed Implementation

[0018] It should be understood that, when used in this application specification and the appended claims, the term "comprising" indicates the presence of the described features, integrals, steps, operations, elements and / or components, but does not exclude the presence or addition of one or more other features, integrals, steps, operations, elements, components and / or a collection thereof.

[0019] It should also be understood that the term “and / or” as used in this application specification and the appended claims means any combination of one or more of the associated listed items and all possible combinations, and includes such combinations.

[0020] As used in this application specification and the appended claims, the term "if" may be interpreted, depending on the context, as "when," "once," "in response to determination," or "in response to detection." Similarly, the phrase "if determined" or "if detected [the described condition or event]" may be interpreted, depending on the context, as meaning "once determined," "in response to determination," "once detected [the described condition or event]," or "in response to detection [the described condition or event]."

[0021] Furthermore, in the description of this application and the appended claims, the terms "first," "second," "third," etc., are used only to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0022] References to "one embodiment" or "some embodiments" as described in this specification mean that one or more embodiments of this application include a specific feature, structure, or characteristic described in connection with that embodiment. Therefore, the phrases "in one embodiment," "in some embodiments," "in other embodiments," "in still other embodiments," etc., appearing in different parts of this specification do not necessarily refer to the same embodiment, but rather mean "one or more, but not all, embodiments," unless otherwise specifically emphasized. The terms "comprising," "including," "having," and variations thereof mean "including but not limited to," unless otherwise specifically emphasized.

[0023] In the post-earthquake damage assessment of self-built residential buildings, it is difficult to select appropriate seismic acceleration records corresponding to the self-built residential buildings to assess the Park-Ang damage index. This results in high uncertainty in building assessment using the Park-Ang damage index model, which directly affects the accuracy and scientific validity of the damage assessment results.

[0024] Based on the above reasons, this application provides a method for post-earthquake damage assessment of self-built residential buildings based on the Park-Ang damage index. The method includes: acquiring information on the superstructure, foundation, and site conditions of multiple self-built residential buildings; clustering the multiple self-built residential buildings according to the superstructure, foundation, and site conditions to obtain multiple cluster groups, each containing multiple self-built residential buildings; and determining the superstructure, foundation, and site conditions of the multiple self-built residential buildings in each cluster group based on the information on the superstructure, foundation, and site conditions in the global earthquake database. Multiple seismic acceleration records are associated with each cluster of self-built houses. Based on these records, multiple damage indices are determined for each self-built house and each seismic acceleration record. These damage indices are then aggregated to obtain a spectrum of damage indices for each self-built house within each cluster. Distribution tests are performed on these damage index spectra to obtain representative values. Finally, using an empirical value table and the representative values ​​of the damage indices for each self-built house, the structural damage level is determined. The method in this embodiment groups self-built houses with similar building structures, foundation conditions, and potential seismic sources into the same cluster, ensuring consistency in seismic response within the same group. Subsequently, for each cluster, multiple seismic acceleration records matching the cluster characteristics are selected from the global earthquake database, based on the structural, foundation, and potential seismic source characteristics of the buildings within the group. This improves the accuracy and scientific validity of determining the seismic acceleration records, thereby enhancing the scientific validity of determining the Park-Ang damage index for self-built houses.

[0025] In some scenarios, the post-earthquake damage assessment method for self-built houses based on the Park-Ang damage index according to the embodiments of this application can be applied to the assessment of self-built houses using the Park-Ang damage index model, which can improve the accuracy and scientific validity of the earthquake disaster assessment of self-built houses using the Park-Ang damage index model.

[0026] The following section provides a detailed explanation of a post-earthquake damage assessment method for self-built residential buildings based on the Park-Ang damage index, provided in this application, using specific examples.

[0027] Figure 1 A flowchart illustrating the first method for assessing post-earthquake damage to self-built residential buildings based on the Park-Ang damage index, as provided in this application embodiment, is shown below. Figure 1 As shown, this method for assessing post-earthquake damage to self-built houses based on the Park-Ang damage index includes S110 to S130, which are explained in detail below.

[0028] S110. Obtain the superstructure information, foundation information, and site condition information of multiple self-built houses. Based on the superstructure information, foundation information, and site condition information of multiple self-built houses, cluster the multiple self-built houses to obtain multiple cluster groups of self-built houses, each containing multiple self-built houses.

[0029] Figure 2 A schematic diagram illustrating the workflow of the first method for assessing post-earthquake damage to self-built residential buildings based on the Park-Ang damage index, as provided in this application embodiment, is shown below. Figure 2 As shown in this implementation, information on the superstructure, foundation, and site conditions of multiple self-built houses can be obtained first. The superstructure information can include information such as the material type, structural form, floor height, and component dimensions of the self-built house. The foundation information can cover information such as foundation conditions and soil thickness. The site conditions information can include information such as the distribution of nearby fault zones and historical seismic activity. By collecting this multidimensional information, a data foundation can be provided for subsequent cluster analysis.

[0030] For example, the site conditions information for self-built houses can also be used to calculate the epicentral distance d between the building and the earthquake fault based on the "Earthquake Active Fault Data Information" published by the Institute of Geology, China Earthquake Administration, and the epicentral distance d can be used as potential earthquake source information.

[0031] For example, the main information of the superstructure of a self-built house may also include the seismic fortification intensity of the area where the building is located, as queried according to the "Code for Seismic Design of Buildings" GB50011-2010.

[0032] For example, foundation information may also include peak ground acceleration (PGA) and site characteristic period (T). g ).

[0033] After obtaining information on the superstructure, foundation, and site conditions of multiple self-built houses, clustering can be performed on these houses to obtain multiple cluster groups, each containing multiple self-built houses. The clustering process considers the similarity of superstructure characteristics, foundation similarity, and site conditions to group self-built houses with similar seismic response characteristics into one group.

[0034] For example, within a certain region, self-built houses with similar brick-concrete structures, the same foundation conditions, and the same fault zone can be clustered into the same cluster of self-built houses.

[0035] S120. Based on the superstructure information, foundation information, and site condition information of multiple self-built houses in each self-built house cluster, determine multiple seismic acceleration records corresponding to each self-built house cluster in the global earthquake database. These multiple seismic acceleration records include multiple near-fault seismic acceleration records and / or multiple far-fault seismic acceleration records.

[0036] like Figure 2 As shown, based on the superstructure information, foundation information, and site condition information of multiple self-built houses in each self-built house cluster, multiple seismic acceleration records corresponding to each self-built house cluster can be determined in the global earthquake database, enabling the determination of suitable multiple seismic acceleration records for each self-built house cluster for subsequent post-earthquake damage assessment.

[0037] It should be noted that the multiple seismic acceleration records include multiple near-fault seismic acceleration records and multiple far-fault seismic acceleration records. When screening, the building structure characteristics, foundation conditions and potential source characteristics of the self-built residential building cluster can be comprehensively considered, and near-fault and far-fault seismic records that match the self-built residential building cluster can be selected.

[0038] For example, for a cluster of self-built brick-concrete structures on soft soil foundations, near-fault seismic records containing long-period components and exhibiting significant pulse characteristics can be selected, as well as far-fault records with different spectral characteristics.

[0039] When identifying multiple seismic acceleration records for each cluster of self-built residential buildings in the global earthquake database, if the cluster primarily consists of self-built residential buildings near fault lines, at least one-third of the near-fault seismic acceleration records should be selected. And near-fault earthquake acceleration records There should be no less than one; when the main group of self-built houses is self-built houses on distant faults, no less than three records of seismic acceleration on distant faults should be selected for self-built houses on distant faults.

[0040] It should be noted that if all the near-fault self-built houses in the cluster of self-built houses are less than or equal to 20km, then at least one-third of the multiple seismic acceleration records should contain near-fault seismic acceleration records.

[0041] S130. Based on multiple seismic acceleration records corresponding to each cluster of self-built houses, determine multiple damage indices corresponding to each self-built house and each seismic acceleration record. Summarize the multiple damage indices corresponding to each self-built house and each seismic acceleration record to obtain the multiple damage index spectrum corresponding to each self-built house in each cluster. Perform distribution tests on the multiple damage index spectra to obtain representative values ​​of the damage indices. Using an empirical value table and the representative values ​​of the damage indices corresponding to each self-built house, determine the structural damage level corresponding to each self-built house.

[0042] like Figure 2 As shown, based on the multiple seismic acceleration records corresponding to each self-built house cluster, multiple damage indices corresponding to each self-built house and multiple seismic acceleration records can be determined. After obtaining multiple damage indices, the multiple damage indices corresponding to each self-built house and multiple seismic acceleration records can be further summarized to obtain the multiple damage index spectrum corresponding to each self-built house in each self-built house cluster.

[0043] like Figure 2 As shown, after obtaining multiple damage indices corresponding to each self-built house and multiple earthquake acceleration records, the multiple damage indices corresponding to each self-built house and multiple earthquake acceleration records can be summarized to obtain a damage index spectrum composed of multiple damage indices corresponding to each self-built house in each self-built house cluster. The damage index spectrum reflects the damage distribution of the same self-built house under the action of different earthquake records.

[0044] In this implementation, a distribution test can be performed on multiple damage index spectra to obtain representative damage index values. The distribution test can use statistical methods to analyze the distribution characteristics of the damage index, thereby determining representative damage index values. The representative damage index values ​​can be the mean, median, or specific quantile values.

[0045] After obtaining the representative value of the damage index, the structural damage level of each self-built house can be determined by using the representative value of the damage index corresponding to each self-built house through the empirical value table. The empirical value table can be established based on historical earthquake damage data and expert experience, and the damage index is correlated with the specific damage level.

[0046] For example, when assessing the damage to self-built houses using the Park-Ang damage index model, the structural damage can be classified into different levels such as basically intact, minor damage, moderate damage, severe damage, and collapse, based on the calculated damage index value and the established damage level classification standards.

[0047] In some implementations, in S130 above, based on the multiple seismic acceleration records corresponding to each self-built residential building cluster, the damage index corresponding to each self-built residential building and the multiple seismic acceleration records is determined, including S131 to S133. S131 to S133 are explained in detail below.

[0048] S131. Obtain the structural natural period, structural damping ratio, strength reduction factor, and hardening factor for each self-built residential building. Based on the structural natural period, structural damping ratio, strength reduction factor, and hardening factor for each self-built residential building, and the seismic acceleration records for each cluster of self-built residential buildings, determine the inelastic force-displacement model for each self-built residential building. The inelastic force-displacement model includes the structural yield force and structural yield displacement for each self-built residential building.

[0049] In this implementation, the structural natural period, structural damping ratio, strength reduction factor, and hardening factor of each self-built house can be obtained first. Subsequently, based on the structural natural period, structural damping ratio, strength reduction factor, and hardening factor of each self-built house, and the seismic acceleration record of each self-built house in the cluster of self-built houses, the inelastic force-displacement model of each self-built house can be determined.

[0050] It should be noted that the natural period of a structure characterizes the inherent vibration speed of the structure; the damping ratio of a structure characterizes the ability of the structure to dissipate vibration energy; the strength reduction factor characterizes the ratio of the actual strength of the building structure to the elastic design strength after the building structure enters the nonlinear stage, or the deformation capacity that the building structure can tolerate; and the hardening factor characterizes the degree of stiffness softening of the building structure after it yields.

[0051] Considering the characteristics of self-built residential buildings, such as low floors, diverse structural forms, and generally short natural vibration periods, and in order to simplify calculations, the natural vibration period T of the structure is determined as follows: n The "plateau segment" of the entire reaction spectrum, i.e., from T1 (0.1 s) to the site characteristic period T, can be calculated. g Thus, the natural vibration period T of the structure is obtained. n .

[0052] For example, the structural damping ratio can be determined using the following table: Table 1. Structure Type and Damping Ratio ζ

[0053] Strength reduction factor R and hardening coefficient bThese are important parameters for determining the force-displacement model after an earthquake when a structure enters an inelastic state. In this implementation, the strength reduction coefficients given for different structural types in "General Rules for Seismic Design of Building Engineering" edited by Xie Lili can be referenced. R Suggested values ​​for 0 are shown in Table 2.

[0054] Table 2. Structural Types and Strength Reduction Factors Recommended by Xie Lili R 0

[0055] In this implementation, considering the significant differences in the functional conditions of different residential buildings, the present invention reduces the strength reduction factor from both the structural foundation and the superstructure. R 0 The strength reduction correction factor for the foundation is adjusted accordingly. k 1. See Table 3 for the strength reduction correction factor of the superstructure. k 2. See Table 4 for the strength reduction factor in the embodiments of this application. R The calculation formula is: R= R 0 ×k 1 ×k 2.

[0056] Table 3. Strength Reduction Correction Factors for Foundations k 1

[0057] Table 4 Strength Reduction Correction Factors for the Superstructure k 2

[0058] In this implementation method, the hardening coefficient varies for different structural types of self-built residential houses. b Select according to Table 5.

[0059] Table 5 Hardening Coefficient b Value

[0060] In this implementation, the inelastic force-displacement model includes the structural yield force and structural yield displacement corresponding to each self-built house. The inelastic force-displacement model can characterize the mechanical behavior of the house structure after it enters the plastic stage during an earthquake.

[0061] S132. Based on the inelastic force-displacement model of each self-built residential building, the inelastic time history and structural resistance-displacement curve of each building under seismic action are obtained by iteratively solving the basic equations of structural dynamics and the Newton-Raphson method. The maximum displacement corresponding to each building is determined based on its inelastic time history under seismic action. The yield energy dissipation corresponding to each building is obtained by integrating the structural resistance-displacement curve.

[0062] In this implementation, the maximum displacement of each self-built house is determined by determining the inelastic time history of each self-built house under the action of seismic motion. The maximum displacement reflects the maximum deformation of the structure under the action of earthquake, and the maximum displacement is an important indicator for assessing structural damage.

[0063] In this implementation, the yield energy dissipation corresponding to each self-built house is obtained by determining the integral of the structural resistance-displacement curve. The yield energy dissipation represents the seismic energy absorbed by the building structure through plastic deformation after yielding, reflecting the energy dissipation capacity of the structure.

[0064] S133. Using the Park-Ang damage index formula, determine the damage index corresponding to each self-built house and each earthquake acceleration record based on the maximum displacement, yield energy dissipation, structural yield force, and structural yield displacement of each self-built house.

[0065] After obtaining the maximum displacement, yield energy dissipation, structural yield force, and structural yield displacement of each self-built residential building, the damage index corresponding to each self-built residential building and each seismic acceleration record can be determined using the Park-Ang damage index formula. The Park-Ang damage index formula comprehensively considers two damage indicators: maximum deformation and cumulative energy dissipation, which can more comprehensively assess the damage status of the structure.

[0066] In this implementation, the Park-Ang damage index model is a damage assessment model that considers both the initial breakthrough failure and the cumulative energy dissipation failure of the structure. It not only reflects the structural damage but also reveals the potential damage situation of the structure caused by seismic motion. The calculation formula of the Park-Ang damage index model is as follows:

[0067] Wherein, DI represents the damage index. u u Indicates the ultimate displacement of a structure or component. E H This indicates the cumulative hysteretic energy dissipation of a structure or component. βThe combination coefficient β represents the impact of cyclic loading on structural failure. The median value of the combination coefficient β is 0.15.

[0068] In specific calculations, the maximum displacement of the structure during an earthquake can be obtained by calculating the inelastic time history. u m The yield energy dissipation of the system is obtained by integrating the structural resistance-displacement curve. E H The maximum displacement of the structural system u m Yield energy dissipation E H Yield displacement u y and yield strength F y Substituting the Park-Ang damage index formula, we obtain the damage index of this system in this earthquake event. Continue inputting records of different seismic accelerations. By repeating the above steps, multiple sets of ground motions can be obtained from T1 (0.1 s) to the site characteristic period T. g The damage index spectrum corresponding to the segment.

[0069] Figure 4 This is a schematic diagram of a two-story brick-concrete self-built house in an embodiment of this application, as shown below. Figure 4 As shown, by repeating the above steps, multiple sets of ground motions can be obtained from T1 (0.1 s) to the site characteristic period T. g The damage index spectrum corresponding to the segment.

[0070] from Figure 4 As can be seen, the self-built house is a two-story brick-concrete structure. According to Tables 1 and 5, the structural damping ratio is 5%, and the structural hardening coefficient is 0.1. From the perspective of the upper main structure, the masonry quality is average, and some walls have slight cracks; therefore, the rating is B. The strength reduction correction factor k1 for the upper main structure is taken as 1.1. The foundation is generally stable without tilting, but the foundation shows obvious signs of water damage and slight cracks; therefore, the rating is B. It is recommended that the strength reduction correction factor k2 be taken as 1.1. The strength reduction factor R = R0 × k1 × k2 = 2.22 × 1.1 × 1.1 = 2.686.

[0071] Subsequent seismic ground acceleration records and the given structural dynamic characteristics are substituted into the above calculation formula to obtain the elastic acceleration response of the structure under seismic loading. Figure 6 A schematic diagram showing the response spectrum of the EICentro earthquake in the period of 0.1–0.4 s, as shown below. Figure 6 As shown, Figure 6The response spectrum of the EI Centro ground motion in the period range of 0.1-0.4 s is shown. Similarly, the damage spectrum corresponding to other ground motions can be obtained.

[0072] Figure 7 The inelastic response time history of a single-degree-of-freedom system with a natural period of 0.3 s under EI Centro earthquake loading is shown below. Figure 7 As shown, by Figure 6 The maximum displacement of the structure can be determined. u m ,right Figure 7 The structural hysteretic energy dissipation can be obtained by integrating the area enclosed by the force-displacement curve. E H Substituting into the damage index formula, we get:

[0073] Based on the above formula, the damage index of the structure under the EI Centro earthquake is 0.3315, indicating that the damage level is moderate.

[0074] Figure 8 This represents an example force-displacement curve in an embodiment of this application. Figure 8 The structural hysteretic energy dissipation can be obtained by integrating the enclosing area of ​​a force-displacement curve. E H .

[0075] The damage index of the single-degree-of-freedom system with a natural period of 0.3 s was calculated under seismic motion. The above steps were repeated for other single-degree-of-freedom systems in the period range of 0.1-0.4 s (step interval 0.01 s) to obtain the damage spectrum curve of the EI Centro seismic motion under this condition. Figure 9 This is a schematic diagram of a damage spectrum curve in one embodiment of this application. Continuing to input the remaining two ground motion accelerations will yield... Figure 9 The three damage spectrum curves are shown.

[0076] Subsequently, the average damage spectrum curves of the three ground motions can be averaged to obtain the average damage spectrum D of all ground motions. M The damage spectrum mean D M The mean value over the period is 0.446, and the standard deviation σ is 0.062.

[0077] Figure 10 This is a schematic diagram illustrating the guarantee rate processing of damage spectrum curves of three seismic ground motions in an embodiment of this application, as shown below. Figure 10 As shown, the final damage index representative value of the building with an 84% guarantee rate after the earthquake was 0.51. Substituting the representative value into Table 6, the degree of damage to the structure was found to be severe.

[0078] It should be noted that the above calculation process is only an example. In this application embodiment, there is no limitation on the number of ground motion acceleration records. The number of ground motion acceleration records can be 3, 10, 15 or 20.

[0079] The beneficial effects of the above implementation method are that by obtaining information on the superstructure, foundation, and site conditions of multiple self-built houses, and performing cluster analysis on all self-built houses based on this information, self-built houses with similar superstructure, foundation, and site conditions are grouped into the same cluster. This ensures the consistency of seismic response within the same group. Subsequently, for each cluster, multiple seismic acceleration records matching the cluster characteristics are screened from the global earthquake database, taking into account the structural, foundation, and potential seismic source characteristics of the buildings within the group. This improves the accuracy and scientific validity of determining seismic acceleration records, and enhances the scientific validity of subsequently determining the Park-Ang damage index of self-built houses.

[0080] The beneficial effects of the above implementation method are as follows: based on the superstructure information, foundation information, and site condition information of each self-built house cluster, multiple corresponding earthquake acceleration records are determined in the global earthquake database. The superstructure information includes dynamic parameters such as the stiffness and damping ratio of the self-built house, and different structures have different sensitivities to earthquake frequencies. The foundation information affects the amplification or attenuation effect of earthquake motion during propagation. For example, soft soil foundations will significantly amplify the earthquake amplitude, while hard rock foundations will weaken the earthquake. The site condition information is related to the source characteristics of the earthquake. For example, the distance from the hypocenter determines whether the earthquake includes the pulse effect unique to near-faults, and the magnitude affects the intensity and duration of the earthquake. By screening records based on the three core information categories of building, foundation, and hypocenter of the cluster, the use of earthquake records applicable to frame structures for brick-concrete structures or the neglect of the influence of foundation conditions on earthquake motion is avoided. This ensures that the selected acceleration records are highly consistent with the actual earthquake characteristics faced by self-built houses, providing input data that fits the actual scenario for subsequent damage calculations and improving the accuracy of the assessment results from the source.

[0081] The beneficial effects of the above implementation method are that, by screening seismic acceleration records based on cluster groups rather than screening individual self-built houses one by one, the repetitive database retrieval and matching work can be greatly reduced, and the computational cost can be reduced. At the same time, self-built houses in the same group use the same acceleration records with high matching degree, which ensures that the benchmark conditions for damage assessment of each building in the group are consistent and avoids incomparable assessment results due to differences in the screening of individual building records.

[0082] In some implementations, in S131 above, the inelastic force-displacement model of each self-built house is determined based on the natural vibration period, structural damping ratio, strength reduction factor, hardening factor, and multiple seismic acceleration records corresponding to the cluster group of self-built houses to which each self-built house belongs. This includes S131a to S131b, which will be explained in detail below.

[0083] S131a. Based on the structural natural period, structural damping ratio, and multiple seismic acceleration records corresponding to the residential self-built house's cluster group, determine the minimum elastic strength requirement and elastic displacement requirement for each residential self-built house. Based on the minimum elastic strength requirement and strength reduction factor for each residential self-built house, determine the structural yield force for each residential self-built house. Based on the elastic displacement requirement and strength reduction factor for each residential self-built house, determine the structural yield displacement for each residential self-built house. Based on the hardening factor for each residential self-built house, determine the post-yield stiffness for each residential self-built house.

[0084] In this implementation, based on the principles of structural dynamics, the minimum elastic strength requirement and elastic displacement requirement of each self-built house can be determined according to the natural vibration period, damping ratio, and multiple seismic acceleration records of the self-built house cluster. The minimum elastic strength requirement reflects the minimum strength required for the structure to not yield under seismic action, and the elastic displacement requirement characterizes the maximum displacement response of the structure in the elastic stage.

[0085] For example, multiple seismic acceleration records can be input using time history analysis, and the minimum elastic strength requirement and elastic displacement requirement for each self-built residential building can be calculated by combining the structure's natural vibration period and structural damping ratio. By using multiple seismic acceleration records to determine the minimum elastic strength requirement and elastic displacement requirement, the influence of different ground motion characteristics on the structural response can be comprehensively considered, improving the comprehensiveness and representativeness of parameter determination.

[0086] In this implementation, the structural yield force corresponding to each self-built house can be determined based on the minimum elastic strength requirement and strength reduction coefficient of each self-built house. The structural yield force represents the force value when the structure begins to enter the yield state, and is an important parameter reflecting the starting point of the nonlinear behavior of the structure.

[0087] In this implementation, the fundamental equations of structural dynamics can be expressed by the following formula:

[0088] in, Indicates time, Represents the acceleration of the structural system. Represents the velocity of the structural system. These represent the displacements of the structural system. Represents the acceleration of ground motion. Indicates the resistance related to displacement. m Indicates the mass of the structural system. Indicates the damping ratio. T n This represents the natural period of the structure.

[0089] In the solution process, the motion equations of the aforementioned building structure can be used to iteratively solve the problem at each time step using the Newton-Raphson method until the convergence condition is met, thereby obtaining the inelastic time history response and structural resistance-displacement relationship of the building structure. The minimum elastic strength requirement of this structural system under ground load can then be determined using the Newmark-β method. F e and elastic displacement requirements u 0.

[0090] In this implementation, a bilinear model is used to represent the force-displacement relationship of the structure under ground motion. Figure 3 This is a schematic diagram of the force-displacement curve of an inelastic system provided in an embodiment of this application, as shown below. Figure 3 As shown, in the force-displacement curve of an inelastic system k The initial stiffness of the structure, F y Indicates the yield strength of the structure. u y Indicates the yield displacement. u m This represents the maximum displacement of an inelastic system.

[0091] In this implementation, the post-yield stiffness of each self-built house can be determined based on the hardening coefficient and initial structural stiffness of each house. The post-yield stiffness reflects the stiffness degradation characteristics of the structure after yielding and is an important parameter for describing the post-yield behavior of the structure.

[0092] In this implementation, the stiffness of the structure after yielding is determined by the following formula:

[0093] in, Indicates the initial stiffness of the structure. The stiffness of a structure after yielding is expressed by the hardening coefficient. b and initial stiffness of structure The stiffness of the structure after yielding can be determined. .

[0094] In this implementation, the structural yield displacement corresponding to each self-built house can be further determined based on the elastic displacement requirement and strength reduction coefficient of each self-built house. The structural yield displacement represents the displacement value when the structure begins to yield and is a key parameter describing the nonlinear deformation capacity of the structure.

[0095] In this implementation, the structural yield force F y and structural yield displacement u y It can be calculated using the following formula:

[0096] in, R This represents the strength reduction factor. Indicates the elastic displacement requirement. F e represents the minimum elastic strength requirement. In calculating the structural yield force... F y At that time, the minimum elastic strength requirement Fe and the strength reduction factor can be used. R Calculated. In calculating the structural yield displacement. At that time, elastic displacement requirements can be used. Strength reduction factor R Calculated.

[0097] It is important to note that when R A value of 1 indicates that the structure is in a linear elastic state, meaning the structure is undamaged; while when... R When the value is greater than 1, the structure is in an inelastic state, meaning the structure is damaged.

[0098] After obtaining the initial stiffness k and the yield force of the structure F y Structural yield displacement u y Maximum displacement of elastic system u m Stiffness after yielding Determine the inelastic force-displacement model (i.e., state function) of the structure; substitute the determined state function into the fundamental equations of structural dynamics, setting the iteration error to 10. -6 The inelastic time history of the structural system under seismic motion and the structural resistance-displacement curve can be obtained by iteratively solving the Newton-Raphson method.

[0099] S131b: The structural yield force, structural yield displacement, and structural stiffness after yielding are treated as an inelastic force-displacement model.

[0100] In this implementation, the structural yield force, structural yield displacement, and structural post-yield stiffness can be used as an inelastic force-displacement model. The inelastic force-displacement model fully describes the force-displacement relationship of the structure under strong earthquake action, including the mechanical properties of the entire process of the elastic stage, yield point, and post-yield stage.

[0101] In this implementation, the inelastic force-displacement model also includes iterative solutions to obtain the inelastic time history of the structural system under seismic action and the structural resistance-displacement curve. This model is simple in form and has clear physical meaning, making it easy to use in time history analysis.

[0102] For example, when assessing the damage to self-built houses using the Park-Ang damage index model, a deterministic inelastic force-displacement model can be used for nonlinear time history analysis to calculate the maximum displacement and cumulative energy dissipation of the structure under seismic loading, thereby accurately assessing the degree of damage to the structure.

[0103] The beneficial effects of the above implementation method are that, based on the principles of mechanics, the key parameters of the inelastic force-displacement model are derived, improving the accuracy and correlation of the model parameters and reducing the reliance on experience in the parameter determination process; when solving the inelastic time history, calculating the maximum displacement and yield energy dissipation through the basic equations of structural dynamics and the Newton-Raphson method, the actual response of the structure under seismic loading can be more realistically reflected, thus making the calculation of the Park-Ang damage index more reliable, and ultimately providing a more accurate basis for determining the seismic damage level of self-built residential buildings, effectively reducing the damage assessment error caused by the deviation of the inelastic force-displacement model parameters.

[0104] In some implementations, S130 above involves performing a distribution test on multiple damage index spectra to obtain representative damage index values, including: determining the average value of multiple damage index spectra to obtain the average damage spectrum D. M Determine the average damage spectrum D M The average damage spectrum mean and standard deviation for each period are used to determine the sum of the average damage spectrum mean and standard deviation for each period, thus obtaining a representative value of the damage index with an 84% guarantee rate.

[0105] In this implementation, the average damage spectrum can be obtained by averaging multiple damage index spectra, and the average damage spectrum D can be... M The average value and standard deviation σ are calculated for each period. Then, the average value of the damage index for each period is added to the standard deviation σ to obtain the representative value of the damage index DI with an 84% guarantee rate. Finally, the degree of structural damage is determined by referring to Table 6 based on the representative value of the damage index.

[0106] In this implementation, the average value of multiple damage index spectra can be determined to obtain the average damage spectrum D. M Average damage spectrum DM It reflects the central tendency of damage indices under different periods, and can effectively integrate the information of multiple damage index spectra, reducing the influence of individual abnormal spectra.

[0107] After determining the average damage spectrum, the average damage spectrum D can be determined. M The average value and standard deviation of the average damage spectrum are used to represent the overall level of the damage index in the periodic dimension, while the standard deviation of the average damage spectrum quantifies the dispersion of the damage index at different periodic points, reflecting the uncertainty of seismic action.

[0108] In this implementation, the sum of the average value and standard deviation of the average damage spectrum for each period can be determined to obtain a representative value of the damage index with a guarantee rate of 84%. The calculation process of the representative value of the damage index is based on the normal distribution assumption. By adding one standard deviation to the mean, the possible range of values ​​of the damage index can be covered with a guarantee rate of 84%.

[0109] For example, when assessing damage to self-built houses using the Park-Ang damage index model, multiple damage index spectra can be calculated based on multiple ground motion records. Then, a representative value of the damage index with an 84% guarantee rate can be obtained through the above method, providing a reliable basis for damage level determination.

[0110] In this implementation, the different damage states of the structure include basically intact, slightly damaged, moderately damaged, severely damaged, and collapsed. Basically intact and slightly damaged states are repairable, while moderately damaged and severely damaged states are irreparable. This paper will refer to the damage states and corresponding damage indices proposed by Park and Ang. The Park-Ang damage index and the corresponding structural damage levels are shown in Table 6.

[0111] Table 6 Damage Index and Corresponding Degree of Damage to Structure or Component

[0112] The beneficial effects of the above implementation method are that, by calculating the average damage spectrum, the mean and standard deviation of the statistical period dimension, and determining the representative value of the 84% guarantee rate through a standardized process, the process of obtaining the representative value of the damage index is made more standardized and reproducible, significantly reducing human error. By quantifying the uncertainty of damage through the standard deviation and combining it with the normal distribution to determine a scientific guarantee rate, the representative value of the damage index can not only reflect the typical level of damage, but also fully consider the randomness of seismic action, significantly improving the reliability and accuracy of the representative value. This provides more solid data support for subsequent determination of the structural damage level of self-built houses through empirical value tables, and effectively reduces the risk of misjudgment of damage level caused by deviation of the representative value.

[0113] In some implementations, in S110 above, based on the superstructure information, foundation information and site condition information of multiple self-built houses, multiple self-built houses are clustered to obtain multiple self-built house clusters, including S111 to S112. S111 to S112 will be explained in detail below.

[0114] S111. Obtain the building structure type, number of stories, floor slab type, construction year, seismic resistance measures, and facade regularity from the superstructure information of each self-built residential building, and determine the superstructure feature vector corresponding to the building structure type, number of stories, floor slab type, construction year, seismic resistance measures, and facade regularity. Obtain the foundation conditions and foundation type from the foundation information, and determine the foundation feature vector corresponding to the foundation conditions and foundation type. Obtain the seismic intensity and potential seismic source distance from the site conditions information of each self-built residential building, and determine the site condition feature vector corresponding to the seismic intensity and potential seismic source distance. The building structure type includes brick-concrete structure, brick-wood structure, reinforced concrete frame structure, and adobe structure.

[0115] In this implementation, the building structure type, number of floors, floor slab type, construction year, seismic resistance measures, and building facade regularity of the superstructure main body information of each self-built house can be obtained. The superstructure main body feature vector corresponding to the building structure type, number of floors, floor slab type, construction year, seismic resistance measures, and building facade regularity in the superstructure main body information can be determined. The superstructure main body feature vector can comprehensively reflect the building structure attributes of the self-built house. The building structure type can include common types such as brick-concrete structure, brick-wood structure, reinforced concrete frame structure, and adobe structure.

[0116] For example, the building structure type, number of floors, floor slab type, construction year, seismic measures, and building facade regularity can be represented by continuous numerical values ​​or discrete numerical values, respectively, and the feature vectors of the superstructure can be clustered subsequently.

[0117] In this implementation, the foundation conditions and foundation type can be obtained from the foundation information, and the corresponding foundation feature vectors can be determined. These feature vectors characterize the bearing capacity and stability of the foundation. Specific foundation conditions can include the different conditions listed in Table 3, such as waterlogging, landslides, and collapses, which pose varying degrees of threat to the building. Foundation types can include rubble foundations, strip foundations, or no foundation at all; the foundation types are referenced in Table 3.

[0118] For example, the foundation conditions and foundation type can be represented by discrete numerical values, and the foundation feature vectors corresponding to the foundation conditions and foundation type can be clustered subsequently.

[0119] In this implementation, the seismic intensity and potential seismic source distance in the site condition information of each self-built house can be obtained, and the site condition feature vector corresponding to the seismic intensity and potential seismic source distance in the site condition information can be determined. The site condition feature vector can reflect the degree of earthquake threat faced by the self-built house, the seismic intensity can represent the seismic fortification standard of the area, and the potential seismic source distance can represent the spatial distance between the self-built house and the potential seismic source.

[0120] For example, the seismic intensity can be represented by discrete numerical values, while the potential seismic source distance can be represented by continuous numerical values. Subsequently, the site condition feature vectors can be clustered.

[0121] S112. Using the K-Prototypes clustering algorithm, cluster the superstructure main feature vector, foundation feature vector and site condition feature vector corresponding to multiple self-built houses to obtain multiple self-built house cluster groups.

[0122] In this implementation, after obtaining the feature vectors of the superstructure main body, the foundation, and the site conditions, these feature vectors can be concatenated into a single vector. Subsequently, the K-Prototypes clustering algorithm can be used to cluster the feature vectors of the superstructure main body, the foundation, and the site conditions corresponding to multiple self-built houses, resulting in multiple clusters of self-built houses.

[0123] In this implementation, since the K-Prototypes clustering algorithm can handle mixed datasets containing numerical and categorical data, it can effectively cluster the feature information of the superstructure main body, foundation, and site conditions in three dimensions, thereby obtaining multiple clusters of self-built residential houses.

[0124] For example, when assessing the damage to self-built houses using the Park-Ang damage index model, the self-built houses can first be divided into different clusters based on the feature vectors of the superstructure, the foundation, and the site conditions. This ensures that the self-built houses within the same cluster have similar structural characteristics, foundation conditions, and seismic risk levels.

[0125] The beneficial effects of the above implementation method are that by determining the core feature vectors including the three dimensions of building, foundation, and seismic source, the comprehensiveness and relevance of the clustering basis are ensured. At the same time, by leveraging the adaptability of the K-Prototypes algorithm to mixed data, the K-Prototypes algorithm can handle numerical and categorical data, improving the accuracy and rationality of the clustering results. This ensures that self-built houses within the same cluster have highly similar seismic performance and seismic risks, laying a solid foundation for accurately matching the corresponding seismic acceleration records for each cluster. This reduces the error in damage index calculation caused by clustering bias, ultimately improving the reliability and scientific nature of the seismic damage level determination of self-built houses and enhancing the practical value of the entire assessment method.

[0126] In some implementations, in S120 above, based on the superstructure information, foundation information and site condition information of multiple self-built houses in each self-built house cluster, multiple seismic acceleration records corresponding to each self-built house cluster are determined in the global earthquake database, including S121 to S122. S121 to S123 are explained in detail below.

[0127] S121. Based on the potential magnitude in the site condition information of each self-built house in the self-built house cluster, determine the potential magnitude range corresponding to the self-built house cluster. Using the potential magnitude range, multiple first-order earthquake acceleration records are obtained by filtering from the global earthquake database.

[0128] In this implementation, the site condition information of each self-built house in the self-built house cluster can be obtained. The site condition information may include the potential magnitude and the potential source distance. Based on the potential magnitude of each self-built house in the self-built house cluster, the potential magnitude range corresponding to the self-built house cluster can be determined. The potential magnitude range can reflect the upper and lower limits of the earthquake magnitude that all self-built houses in the cluster may encounter.

[0129] For example, when determining the potential magnitude range corresponding to a cluster of self-built residential buildings, the lowest and highest potential magnitudes corresponding to the self-built residential buildings in the cluster can be determined, and the magnitude range between the lowest and highest potential magnitudes can be used as the potential magnitude range.

[0130] After obtaining the potential magnitude range, multiple first earthquake acceleration records can be obtained by filtering through the global earthquake database. The global earthquake database can store earthquake acceleration record data of historical earthquake events. The filtering process can be based on whether the magnitude of the earthquake event falls within the potential magnitude range, thereby initially obtaining the first earthquake acceleration records that match the magnitude characteristics of the cluster group.

[0131] S122. Based on the potential focal distance of each self-built house in the self-built housing cluster, determine the potential focal distance range corresponding to the self-built housing cluster. From multiple first-order earthquake acceleration records, determine multiple second-order earthquake acceleration records covering the potential focal distance range.

[0132] In subsequent screening, the potential seismic source distance range corresponding to each self-built house in the self-built house cluster can be determined based on the potential seismic source distance of each self-built house in the cluster. The potential seismic source distance range can characterize the distance distribution from buildings to potential seismic sources within the cluster.

[0133] For example, when determining the potential earthquake source distance range corresponding to a cluster of self-built houses, the maximum and minimum potential earthquake source distances corresponding to the self-built houses in the cluster can be determined, and the range corresponding to the maximum and minimum potential earthquake source distances can be used as the potential earthquake source distance range.

[0134] After obtaining the potential source distance range, multiple second seismic acceleration records covering the potential source distance range can be further identified from multiple first seismic acceleration records, so that multiple second seismic acceleration records can comprehensively reflect the source distance characteristics of self-built houses in the self-built house cluster.

[0135] For example, when determining multiple second seismic acceleration records covering the potential source distance range, multiple second seismic acceleration records with potential source distances uniformly distributed within the potential source distance range can be determined to ensure the representativeness of the multiple second seismic accelerations.

[0136] S123. Obtain the foundation conditions of each self-built house in the self-built house cluster. From the multiple second seismic acceleration records, determine multiple third seismic acceleration records that include the foundation conditions of each self-built house. Use these multiple third seismic acceleration records as the multiple seismic acceleration records corresponding to each self-built house cluster.

[0137] In this implementation, the foundation conditions of each self-built house in the cluster of self-built houses can be further obtained. The foundation conditions can affect the propagation characteristics and amplification effect of seismic waves, so the seismic acceleration records can be filtered according to the foundation conditions.

[0138] During the screening process, multiple third seismic acceleration records, including the foundation conditions of each self-built house, can be identified from multiple second seismic acceleration records. Matching the foundation conditions ensures that the screened seismic records are consistent with the foundation conditions of the self-built house cluster.

[0139] After obtaining multiple third-order seismic acceleration records, these records can be used as multiple seismic acceleration records corresponding to each cluster of self-built houses. The seismic acceleration records selected through multiple screening steps can be used for subsequent damage assessment analysis. When assessing the damage to self-built houses using the Park-Ang damage index model, using seismic records matched through the above screening method can further improve the accuracy of the assessment results.

[0140] Figure 5 This is a schematic diagram of a seismic acceleration record in an embodiment of this application, as shown below. Figure 5 As shown, by filtering, multiple seismic acceleration records corresponding to the cluster group of self-built residential buildings can be obtained.

[0141] The beneficial effect of the above implementation method is that by combining key characteristics of self-built houses such as potential magnitude, potential hypocenter distance, and foundation conditions in a step-by-step manner to screen earthquake acceleration records, it effectively solves the problem that the screening of earthquake acceleration records may be out of touch with the actual characteristics of self-built houses, so that the screened earthquake acceleration records can more realistically reflect the actual earthquake motion that residents' self-built houses in the cluster may encounter.

[0142] The beneficial effects of the above implementation method are that, based on these precisely matched seismic acceleration records, the data foundation is more reliable when calculating the inelastic force-displacement model, inelastic time history, structural resistance-displacement curve, and Park-Ang damage index for each self-built house. This makes the summarized damage index spectrum more consistent with the actual damage pattern, and the representative value of the damage index obtained from the distribution test is more accurate. Finally, the structural damage level of the self-built house determined by the empirical value table is also more accurate, which significantly improves the scientificity and reliability of the post-earthquake damage assessment of self-built houses and provides a more accurate basis for subsequent seismic decision-making.

[0143] In some implementations, S120 above, based on the superstructure information, foundation information, and site condition information of multiple self-built houses in each self-built house cluster, determines multiple seismic acceleration records corresponding to each self-built house cluster in the global earthquake database. This also includes: obtaining the acceleration response spectra of multiple third-order seismic acceleration records; determining the natural period range corresponding to each self-built house cluster based on the natural period of each house in the cluster; identifying multiple fourth-order seismic acceleration records whose acceleration response spectra fall within the natural period range from the multiple third-order seismic acceleration records; and using these multiple fourth-order seismic acceleration records as the multiple seismic acceleration records corresponding to each self-built house cluster.

[0144] In this implementation, acceleration response spectra of multiple third-order earthquake acceleration records can be obtained. Acceleration response spectra can reflect the dynamic response characteristics of earthquake motion on structures with different periods. By analyzing acceleration response spectra, the degree of influence of earthquake motion on structures can be understood.

[0145] For example, the acceleration response spectrum of each third earthquake acceleration record can be calculated using ground motion record processing software, thereby providing a data basis for subsequent screening. By comparing multiple response spectra, the differences in the impact of ground motions generated by different earthquake events on various periodic structures can be analyzed.

[0146] In this implementation, the range of natural vibration periods corresponding to the self-built housing cluster can be determined based on the natural vibration period of each self-built housing in the cluster. The range of natural vibration periods can characterize the dynamic characteristic range of the self-built housing structure within the cluster. The range of natural vibration periods allows for further screening of the third seismic acceleration records to obtain multiple seismic acceleration records that better match the vibration period of the self-built housing within the cluster. By selecting seismic records with concentrated energy within the structural period segment, the nonlinear energy dissipation capacity of the self-built housing can be better evaluated.

[0147] For example, the natural vibration period of each self-built house can be calculated using structural dynamics analysis methods. Then, the minimum and maximum values ​​of the natural vibration periods of all self-built houses can be taken as the range of natural vibration periods. This can comprehensively cover the dynamic characteristics of the structure within the cluster of self-built houses.

[0148] When the third seismic acceleration record can be further screened using the natural period range, multiple fourth seismic acceleration records with acceleration response spectra within the natural period range can be identified from the multiple third seismic acceleration records. By matching and screening the acceleration response spectra within the natural period range, it can be ensured that the selected seismic records can effectively excite the dynamic response of self-built houses. In this way, those seismic records with larger acceleration response spectrum values ​​within the natural period range can be screened out. These records are more representative of the ground motions that have a significant impact on self-built houses.

[0149] In this implementation, multiple fourth seismic acceleration records can be used as multiple seismic acceleration records corresponding to each cluster of self-built houses. The selected seismic records take into account both the characteristics of the external seismic environment and the dynamic characteristics of the self-built house structure. The seismic acceleration records obtained through this screening method can be used for subsequent Park-Ang damage index model calculations to improve the accuracy of damage assessment.

[0150] The beneficial effect of the above implementation method is that, through the matching and screening of acceleration response spectrum and natural vibration period range, the final determined fourth seismic acceleration record can not only meet the adaptability of external seismic environment, but also accurately cover the dynamic characteristic range of self-built houses, significantly improving the correlation between seismic acceleration record and actual stress response of self-built houses.

[0151] The beneficial effects of the above implementation method are that by determining more accurate seismic acceleration records, the reliability of data input is greatly improved when calculating the inelastic force-displacement model, inelastic time history, structural resistance-displacement curve, and Park-Ang damage index of self-built houses. This makes the summarized damage index spectrum more consistent with the actual damage pattern of the structure, and the representative value of the damage index obtained by the distribution test is more accurate. Finally, the structural damage level determined by the empirical value table is more consistent with the damage situation of self-built houses in real earthquake scenarios, further enhancing the scientificity, accuracy, and practicality of the post-earthquake damage assessment method for self-built houses.

[0152] In some implementations, S120 above, based on the superstructure information, foundation information, and site condition information of multiple self-built houses in each self-built house cluster, determines multiple seismic acceleration records corresponding to each self-built house cluster in the global earthquake database. This further includes: when the number of fourth seismic acceleration records is greater than or equal to the preset number of records, and when the self-built houses in the self-built house cluster possess a standard design response spectrum, determining the spectral similarity between each fourth seismic acceleration record and the standard design response spectrum. Among the multiple fourth seismic acceleration records, a fifth seismic acceleration record with a spectral similarity greater than or equal to the preset spectral similarity is determined. These multiple fifth seismic acceleration records are then used as the multiple seismic acceleration records corresponding to each self-built house cluster.

[0153] In this implementation, when the number of fourth earthquake acceleration records is greater than or equal to the preset number of records, it indicates that the number of fourth earthquake acceleration records is still large. At this time, the fourth earthquake acceleration records can be further filtered. When there is a standard design response spectrum for the self-built houses in the self-built house cluster, the spectral similarity between each fourth earthquake acceleration record and the standard design response spectrum can be determined. The spectral similarity reflects the degree of matching between the spectral characteristics of the earthquake acceleration record and the standard design response spectrum. The similarity can be quantified by calculating the difference or correlation between the two in the frequency domain.

[0154] Among multiple fourth-order earthquake acceleration records, a fifth-order earthquake acceleration record with a spectral similarity greater than or equal to a preset spectral similarity can be identified. The preset spectral similarity can be set based on historical earthquake data and engineering experience, and is used to screen earthquake acceleration records that are highly consistent with the design response spectrum.

[0155] In this implementation, multiple fifth-order seismic acceleration records can be used as multiple seismic acceleration records corresponding to each cluster of self-built residential buildings. These filtered records not only retain the representativeness of the actual earthquake scenario, but also provide a high-quality data foundation that conforms to the design specifications for subsequent structural analysis and damage assessment.

[0156] For example, when assessing the damage to self-built residential buildings using the Park-Ang damage index model, these fifth seismic acceleration records can be used as input to calculate the inelastic force-displacement response and damage index of the structure. Since the records are in high agreement with the design response spectrum, the assessment results can accurately reflect the performance of the structure in real earthquakes and meet the requirements of seismic design codes.

[0157] The beneficial effect of the above implementation method is that when the number of fourth seismic acceleration records is greater than or equal to the preset seismic acceleration records, that is, when the number of fourth seismic acceleration records is large, the final fifth seismic acceleration record can be screened by spectral similarity so that it has both a high degree of adaptability to the actual characteristics of self-built houses and a high degree of consistency with the standard design response spectrum, which significantly improves the engineering compliance and practical guidance of the selected records.

[0158] The beneficial effects of the above implementation method are that, based on seismic acceleration records that closely match real earthquake scenarios and conform to standard specifications, subsequent calculations of the inelastic force-displacement model, inelastic time history, structural resistance-displacement curve, and Park-Ang damage index of self-built houses can not only accurately reflect the actual stress response of the structure, but also strictly follow the seismic design benchmark. This makes the summarized damage index spectrum more consistent with the structural damage patterns in engineering practice. The representative values ​​of the damage index obtained from the distribution test are not only more accurate, but also consistent with the expected seismic performance required by the specifications. The final determined structural damage level can accurately predict the damage risk of self-built houses in real earthquakes and seamlessly connect with the standard system of seismic design and reinforcement.

[0159] Figure 11 A flowchart illustrating the second method for assessing post-earthquake damage to self-built residential buildings based on the Park-Ang damage index, as provided in this application embodiment, is shown below. Figure 11 As shown, the preset number of records can be determined through S210 to S220: S210. Determine the superstructure feature vector, foundation feature vector, and site condition feature vector of multiple self-built houses in a cluster group, and determine the Gower distance between the multiple self-built houses. Based on the Gower distances between the multiple self-built houses, determine the average Gower distance between them. Using an empirical value table, determine the Gower distance dispersion between the multiple self-built houses based on the number of self-built houses in the cluster group and the average Gower distance between them.

[0160] In this implementation, the superstructure feature vector, foundation feature vector, and site condition feature vector of multiple self-built houses in a cluster of self-built houses can be determined. The Gower distance between multiple self-built houses can be calculated through the feature vectors. The Gower distance can quantify the comprehensive differences between different self-built houses in terms of building structure, foundation structure, and potential seismic source characteristics.

[0161] In this implementation, the average Gower distance among multiple self-built houses can be determined based on the Gower distance between them. The average Gower distance reflects the overall level of difference in characteristics among self-built houses within a cluster. The Gower distance can calculate partial similarity for the superstructure feature vector, foundation feature vector, and site condition feature vector of each self-built house individually. Then, a weighted average of the similarities of these three feature vectors is taken to obtain the dissimilarity represented by the Gower distance. Specifically, when taking the weighted average of the similarities corresponding to the superstructure feature vector, foundation feature vector, and site condition feature vector, the weights of the similarities corresponding to these three feature vectors can be determined according to an empirical value table.

[0162] In this implementation, an empirical value table can be used to determine the Gower distance dispersion among multiple self-built houses based on the number of self-built houses in a cluster and the average Gower distance between them. The Gower distance dispersion can characterize the degree of dispersion of the characteristic distribution of self-built houses within a group.

[0163] It should be noted that the empirical value table for determining the dispersion of Gower distances among multiple self-built houses based on the average Gower distance can be obtained by evaluating historical data on the average Gower distance and the dispersion of Gower distances.

[0164] For example, the Gower distance dispersion can be a value between 0 and 1.

[0165] S220. Obtain the number of seismic acceleration record bases corresponding to the number of multiple self-built houses in the self-built house cluster group, and determine the product of the number of seismic acceleration record bases and the Gower distance dispersion as the preset number of records.

[0166] In this implementation, the number of basic seismic acceleration records corresponding to the number of multiple self-built houses in a cluster of self-built houses can be obtained. The number of basic seismic acceleration records can be preset according to the size of the cluster.

[0167] For example, the number of seismic acceleration records corresponding to the number of multiple self-built houses in a cluster of self-built houses can be determined based on empirical values.

[0168] After obtaining the number of basic seismic acceleration records, the product of the number of basic seismic acceleration records and the Gower distance dispersion can be determined as the preset number of records. The number of basic records can be dynamically adjusted according to the degree of characteristic differences through the Gower distance dispersion.

[0169] For example, when assessing damage to self-built houses using the Park-Ang damage index model, the appropriate number of preset records can be determined based on the number and characteristic differences of self-built houses within a cluster group, ensuring that a suitable number of seismic acceleration records can be selected for subsequent analysis.

[0170] The beneficial effect of the above implementation method is that by quantitatively calculating the preset number of records by combining the Gower distance dispersion with the basic number, the preset number of records can not only match the scale of the number of self-built houses within the cluster group, but also accurately adapt to the characteristic differences of self-built houses within the group. The beneficial effects of the above implementation method are that when the characteristics of self-built houses within the group are highly different (high Gower distance dispersion), the product of the number of basic seismic acceleration records and the Gower distance dispersion can increase the preset number of records, ensuring that enough fourth seismic acceleration records are selected, and retaining sufficient candidate data for subsequent spectral similarity screening to cover the response needs of different self-built houses; when the characteristics of self-built houses within the group are not highly different (low Gower distance dispersion), the product of the number of basic seismic acceleration records and the Gower distance dispersion can reduce the preset number of records, reasonably reducing the preset number of records and avoiding inefficiency waste caused by redundant records.

[0171] In some implementations, the above method also includes S310 to S320, which are described in detail below.

[0172] S310. Cluster the multiple damage index spectra corresponding to each self-built house in each self-built house cluster group to obtain multiple damage index spectrum cluster groups corresponding to each self-built house. Perform distribution tests on the multiple damage index spectrum cluster groups corresponding to each self-built house to obtain the representative damage index values ​​corresponding to the multiple damage index spectrum cluster groups corresponding to each self-built house.

[0173] In this implementation, multiple damage index spectra corresponding to each self-built house in each self-built house cluster can be clustered to obtain multiple damage index spectrum clusters corresponding to each self-built house. Through clustering, seismic acceleration records and damage index spectra with similar characteristics can be grouped into the same group, making the data characteristics within each cluster group more unified and consistent.

[0174] For example, clustering algorithms can be used to classify damage index spectra under different earthquake scenarios, and each cluster can correspond to a specific earthquake action mode.

[0175] For example, when the number of seismic acceleration records is greater than 10, multiple damage index spectra and the corresponding seismic acceleration records can be represented by vectors. For each self-built house, multiple damage index spectra and the corresponding seismic acceleration records can be clustered using methods such as K-means or hierarchical clustering. The similarity of their morphological features can be measured by calculating the Euclidean distance or cosine similarity of the vectors of different damage index spectra and the corresponding seismic acceleration records in the feature space. This allows damage index spectra with similar response patterns after experiencing different seismic ground motions to be automatically grouped into the same cluster group, so that each cluster group represents a specific seismic damage mode, thereby revealing the vulnerability patterns of specific buildings to different types of seismic action in a more refined manner.

[0176] For example, a particular earthquake damage mode may include a rapid damage accumulation mode caused by long-period pulse-type ground motions, or a progressive damage mode caused by ordinary ground motions.

[0177] By performing distribution tests on multiple damage index spectrum clusters for each self-built house, representative damage index values ​​corresponding to each cluster can be obtained. Distribution tests can analyze the statistical characteristics of the damage index spectrum within each cluster, thereby determining a typical value that can represent the degree of damage in that cluster.

[0178] For example, a representative damage index value can be calculated from the damage index spectrum of each damage index spectrum cluster group through hypothesis testing or parameter estimation methods. This value can reflect the structural damage level under the earthquake scenario of that group.

[0179] S320. Determine the maximum value of multiple representative values ​​of damage indices corresponding to multiple damage index spectrum clusters for each self-built residential building. Using an empirical value table, determine the structural damage level corresponding to each self-built residential building based on the maximum value of multiple representative values ​​of damage indices.

[0180] In this implementation, the maximum value of multiple damage index representative values ​​corresponding to multiple damage index spectrum clusters for each self-built house can be determined. By comparing the damage index representative values ​​of all clusters, the maximum value of the index representative value can be identified. The maximum value of the index representative value represents the maximum degree of damage that the self-built house may suffer under the most unfavorable earthquake scenario. For example, when assessing the seismic performance of self-built houses, taking the maximum value of the index representative value can ensure that all possible earthquake situations are taken into account, including those extreme but possible earthquake events.

[0181] By using an empirical value table and the maximum value of multiple damage indices corresponding to each self-built house, the structural damage level of each self-built house can be determined.

[0182] The beneficial effects of the above implementation method are that by clustering and grouping multiple seismic acceleration records and damage index spectra of a single self-built house, the characteristics of each group of spectral data are more unified, and the corresponding damage index representative value can accurately characterize the damage degree of this type of seismic scenario. Then, by taking the maximum value, the damage risk under the most unfavorable seismic scenario is clearly quantified, which improves the scenario-specificity of the damage index representative value. The representative values ​​of different cluster groups can correspond to the damage situation of different seismic scenarios such as near fault and far fault, which improves the accuracy of assessing the damage degree of different types of seismic scenarios.

[0183] The beneficial effects of the above implementation method are that using the maximum value as the basis for determining the damage level can more rigorously capture the most severe damage that the structure may face, avoid seismic safety decision errors caused by assessment bias, and the final determined damage level of the self-built residential structure not only better reflects the actual damage differences under different earthquake scenarios, but also prioritizes the identification of high-risk damage, significantly improving the safety, accuracy and risk warning capabilities of post-earthquake damage assessment, and providing more reliable technical support for engineering practices such as the priority division of seismic reinforcement of self-built houses and the investigation of safety hazards.

[0184] This application also provides a post-earthquake damage assessment system for self-built residential buildings based on the Park-Ang damage index, including a unit for performing the method described in any of the preceding claims.

[0185] Figure 12 A flowchart illustrating the second method for assessing post-earthquake damage to self-built residential buildings based on the Park-Ang damage index, as provided in this application embodiment, is shown below. Figure 12As shown, the system 1 of this embodiment includes a processing unit 11, a storage unit 12, and a transceiver unit 13. The processing unit 11 is used to process data, the storage unit 12 is used to store data, and the transceiver unit 13 is used to send and receive data. The processing unit 11, the storage unit 12, and the transceiver unit 13 cooperate with each other to implement the above-described method. The beneficial effects of the embodiments of this application have been described in the above-described method and will not be repeated here.

[0186] It should be noted that the information interaction and execution process between the above-mentioned devices / units are based on the same concept as the method embodiments of this application. For details on their specific functions and technical effects, please refer to the method embodiments section, and they will not be repeated here.

[0187] Those skilled in the art will clearly understand that, for the sake of convenience and brevity, the above-described division of functional units and modules is merely an example. In practical applications, the above functions can be assigned to different functional units and modules as needed, that is, the internal structure of the device can be divided into different functional units or modules to complete all or part of the functions described above. The functional units and modules in the embodiments 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. Furthermore, the specific names of the functional units and modules are only for easy differentiation and are not intended to limit the scope of protection of this application. The specific working process of the units and modules in the above system can be referred to the corresponding process in the foregoing method embodiments, and will not be repeated here.

[0188] 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 medium. Based on this understanding, all or part of the processes in the methods of the above embodiments of this application can be implemented by a computer program instructing related hardware. The computer program can be stored in a computer-readable storage medium, and when executed by a processor, it can implement the steps of the various method embodiments described above. The computer program includes computer program code, which can be in the form of source code, object code, executable files, or certain intermediate forms. The computer-readable medium can include at least: any entity or device capable of carrying computer program code to a photographing device / terminal device, a recording medium, a computer memory, a read-only memory (ROM), a random access memory (RAM), an electrical carrier signal, a telecommunication signal, and a software distribution medium. Examples include USB flash drives, portable hard drives, magnetic disks, or optical disks. In some jurisdictions, according to legislation and patent practice, computer-readable media cannot be electrical carrier signals or telecommunication signals.

[0189] In the above embodiments, the descriptions of each embodiment have different focuses. For parts that are not described in detail or recorded in a certain embodiment, please refer to the relevant descriptions of other embodiments.

[0190] Those skilled in the art will recognize that the units and algorithm steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of this application.

[0191] In the embodiments provided in this application, it should be understood that the disclosed apparatus and methods can be implemented in other ways. For example, the apparatus embodiments described above are merely illustrative. For instance, the division of modules or 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 coupling or direct coupling or communication connection shown or discussed may be through some interfaces; the indirect coupling or communication connection between apparatuses or units may be electrical, mechanical, or other forms.

[0192] 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.

[0193] The above-described embodiments are only used to illustrate the technical solutions of this application, and are not intended to limit them. Although this application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of this application, and should all be included within the protection scope of this application.

Claims

1. A method for assessing post-earthquake damage to self-built residential buildings based on the Park-Ang damage index, characterized in that, The method includes: Obtain information on the superstructure, foundation, and site conditions of multiple self-built houses; based on this information, cluster the multiple self-built houses to obtain multiple cluster groups that each contain multiple self-built houses. Based on the superstructure information, foundation information, and site condition information of multiple self-built houses in each self-built house cluster, multiple seismic acceleration records corresponding to each self-built house cluster are determined in the global earthquake database; among them, multiple seismic acceleration records include multiple near-fault seismic acceleration records and / or multiple far-fault seismic acceleration records; Based on multiple seismic acceleration records corresponding to each cluster of self-built houses, multiple damage indices are determined for each self-built house and each seismic acceleration record. These damage indices are then aggregated to obtain a spectrum of multiple damage indices for each self-built house within each cluster. Distribution tests are performed on these multiple damage index spectra to obtain representative values ​​for the damage indices. Finally, using an empirical value table and the representative values ​​of the damage indices for each self-built house, the structural damage level for each house is determined. Specifically, based on multiple seismic acceleration records corresponding to each cluster of self-built residential buildings, the damage index corresponding to each self-built residential building and multiple seismic acceleration records is determined, including: Obtain the structural natural period, structural damping ratio, strength reduction factor, and hardening factor for each self-built residential building; based on the structural natural period, structural damping ratio, strength reduction factor, hardening factor, and seismic acceleration records for each self-built residential building and its corresponding cluster, determine the inelastic force-displacement model for each self-built residential building; the inelastic force-displacement model includes the structural yield force and structural yield displacement for each self-built residential building. Based on the inelastic force-displacement model of each self-built residential building, the inelastic time history and structural resistance-displacement curve of each building under seismic motion are obtained by iteratively solving the basic equations of structural dynamics and the Newton-Raphson method. Based on the inelastic time history of each building under seismic motion, the maximum displacement of each building is determined. By integrating the structural resistance-displacement curve of each building, the yield energy dissipation of each building is obtained. Using the Park-Ang damage index formula, the damage index corresponding to each self-built house and each seismic acceleration record is determined based on the maximum displacement, yield energy dissipation, structural yield force, and structural yield displacement of each self-built house.

2. The method as described in claim 1, characterized in that, Based on the structural natural vibration period, structural damping ratio, strength reduction factor, hardening factor, and multiple seismic acceleration records corresponding to the cluster group of each self-built house, the inelastic force-displacement model of each self-built house is determined, including: Based on the structural natural vibration period, structural damping ratio, and multiple seismic acceleration records corresponding to the residential self-built house cluster, the minimum elastic strength requirement and elastic displacement requirement of each residential self-built house are determined. Based on the minimum elastic strength requirement and strength reduction factor for each self-built house, determine the structural yield force corresponding to each self-built house; Based on the elastic displacement requirement and strength reduction factor of each self-built house, determine the structural yield displacement corresponding to each self-built house; Based on the hardening coefficient of each self-built house, determine the post-yield stiffness of the structure corresponding to each self-built house; The structural yield force, structural yield displacement, and structural stiffness after yielding are treated as an inelastic force-displacement model.

3. The method as described in claim 2, characterized in that, Distribution tests were performed on multiple damage index spectra to obtain representative values ​​of the damage indices, including: The average damage spectrum D is obtained by determining the average of multiple damage index spectra. M Determine the average damage spectrum D M The average damage spectrum mean and standard deviation for each period are used to determine the sum of the average damage spectrum mean and standard deviation for each period, thus obtaining a representative value of the damage index with an 84% guarantee rate.

4. The method as described in claim 3, characterized in that, Based on the superstructure information, foundation information, and site condition information of multiple self-built houses, clustering is performed on these houses to obtain multiple cluster groups, each containing multiple self-built houses, including: The system retrieves the building structure type, number of stories, floor slab type, construction year, seismic resistance measures, and facade regularity from the superstructure information of each self-built residential building, and determines the superstructure feature vectors corresponding to these parameters. It also retrieves the foundation conditions and foundation type from the foundation information, and determines the foundation feature vectors corresponding to these parameters. Furthermore, it retrieves the seismic intensity and potential seismic source distance from the site conditions information for each self-built residential building, and determines the site condition feature vectors corresponding to these parameters. The building structure types include brick-concrete structure, brick-timber structure, reinforced concrete frame structure, and adobe structure. The K-Prototypes clustering algorithm is used to cluster the superstructure feature vectors, foundation feature vectors, and site condition feature vectors of multiple self-built houses, resulting in multiple cluster groups of self-built houses.

5. The method as described in claim 4, characterized in that, Based on the superstructure information, foundation information, and site condition information of multiple self-built houses in each self-built house cluster, multiple seismic acceleration records corresponding to each self-built house cluster are determined in the global earthquake database, including: Based on the potential magnitude in the site condition information of each self-built house in the self-built house cluster, the potential magnitude range corresponding to the self-built house cluster is determined; through the potential magnitude range, multiple first earthquake acceleration records are obtained by screening in the global earthquake database; Based on the potential focal distance of each self-built house in the self-built house cluster, the potential focal distance range corresponding to the self-built house cluster is determined; among multiple first-seismic acceleration records, multiple second-seismic acceleration records covering the potential focal distance range are determined; Obtain the foundation conditions of each self-built house in the cluster of self-built houses. Among the multiple second seismic acceleration records, determine multiple third seismic acceleration records that include the foundation conditions of each self-built house. Use the multiple third seismic acceleration records as multiple seismic acceleration records corresponding to each cluster of self-built houses.

6. The method as described in claim 5, characterized in that, Based on the superstructure information, foundation information, and site condition information of multiple self-built houses in each self-built house cluster, multiple seismic acceleration records corresponding to each self-built house cluster are determined in the global earthquake database, including: Obtain the acceleration response spectra of multiple third-order earthquake acceleration records; determine the natural period range corresponding to each self-built house cluster based on the natural period of each self-built house in the self-built house cluster; identify multiple fourth-order earthquake acceleration records whose acceleration response spectra fall within the natural period range from the multiple third-order earthquake acceleration records; and use the multiple fourth-order earthquake acceleration records as multiple earthquake acceleration records corresponding to each self-built house cluster.

7. The method as described in claim 6, characterized in that, Based on the superstructure information, foundation information, and site condition information of multiple self-built houses in each self-built house cluster, multiple seismic acceleration records corresponding to each self-built house cluster are determined in the global earthquake database, including: When the number of fourth earthquake acceleration records is greater than or equal to the preset number of records, and the self-built houses in the residential self-built house cluster have a standard design response spectrum, determine the spectral similarity between each fourth earthquake acceleration record and the standard design response spectrum; among the multiple fourth earthquake acceleration records, determine the fifth earthquake acceleration records whose spectral similarity is greater than or equal to the preset spectral similarity; and use the multiple fifth earthquake acceleration records as multiple earthquake acceleration records corresponding to each residential self-built house cluster.

8. The method as described in claim 7, characterized in that, The preset number of records is determined using the following method: The superstructure feature vector, foundation feature vector, and site condition feature vector of multiple self-built houses in a cluster of self-built houses are determined, and the Gower distance between multiple self-built houses is determined. Based on the Gower distance between multiple self-built houses, the average Gower distance between multiple self-built houses is determined. Through an empirical value table, the Gower distance dispersion between multiple self-built houses is determined based on the number of self-built houses in the cluster and the average Gower distance between multiple self-built houses. Obtain the number of seismic acceleration record bases corresponding to the number of multiple self-built houses in the cluster of self-built houses, and determine the product of the number of seismic acceleration record bases and the Gower distance dispersion as the preset number of records.

9. The method as described in claim 8, characterized in that, The method further includes: Cluster the multiple damage index spectra corresponding to each self-built house in each self-built house cluster group to obtain multiple damage index spectrum cluster groups corresponding to each self-built house; perform distribution tests on the multiple damage index spectrum cluster groups corresponding to each self-built house to obtain the representative damage index values ​​corresponding to the multiple damage index spectrum cluster groups corresponding to each self-built house. The maximum value of multiple damage index representative values ​​corresponding to multiple damage index spectrum clusters for each self-built house is determined; the structural damage level corresponding to each self-built house is determined by using the maximum value of multiple damage index representative values ​​corresponding to each self-built house through an empirical value table.

10. A post-earthquake damage assessment system for self-built residential houses based on the Park-Ang damage index, characterized in that, Includes a unit for performing the method according to any one of claims 1 to 9.

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