Monitoring and inspection combined high-rise building structure digital model characterization method
Through the combined monitoring method, multi-stage corrections are carried out on the high-rise building structure, and local component damage data is collected, which solves the problem that traditional models cannot accurately characterize local damage and realizes efficient structural performance evaluation and safety monitoring.
Patent Information
- Application Number
- CN202510878650.4
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-06-27
- Publication Date
- 2025-09-26
AI Technical Summary
Traditional finite element models are unable to accurately characterize local component damage in high-rise building structures, and cannot reflect the progressive impact of micro-damage on structural performance during service, resulting in significant differences between the modified numerical model and the actual structure.
Combining monitoring data and inspection data, the design model was modified in multiple stages through spatial interpolation and response surface methodology. Local component damage data at beam-column joints, debonding of concrete-filled steel tube columns, and floor slab support locations were collected to construct a digital model of the high-rise building structure.
It has achieved refined modeling of the microscopic damage characteristics of high-rise building structures, dynamically reflecting the stiffness degradation and dynamic characteristics changes of the structure during long-term service, and improving the timeliness and prediction accuracy of the model.
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Figure CN120705967A_ABST
Abstract
Description
Technical Field
[0001] The present application relates to the field of civil engineering technology, and in particular to a method for characterizing a digital model of a high-rise building structure that combines supervision and inspection. Background Art
[0002] With the acceleration of urbanization, the long-term service performance of super-high-rise buildings faces severe challenges due to their large scale and complex loads. Accurately representing the actual structure is crucial for understanding the structural performance of finite element models. However, during construction and service, these structures are susceptible to multiple factors, including material property variations, construction deviations, and environmental loads, leading to significant discrepancies between the initial design model and the actual as-built structure. Furthermore, over long-term service, the cumulative effects of minor damage, such as semi-rigid degradation of beam-column joints, debonding of concrete-filled steel tube columns, and damage to floor slab supports, can lead to degradation of structural stiffness and shifts in dynamic characteristics, seriously threatening overall safety. However, traditional finite element model modification methods focus on adjusting global modal parameters, narrowing the gap between simulation and measurement by modifying macroscopic parameters such as elastic modulus and density. However, these methods lack the ability to accurately characterize local component damage and fail to reflect the progressive impact of micro-damage on structural performance during service, resulting in significant discrepancies between the modified numerical model and the actual structure. Summary of the Invention
[0003] In order to at least to some extent overcome the problem that the digital models of high-rise building structures in the relevant technologies are insufficient in their ability to accurately characterize local component damage, and are unable to reflect the progressive impact of micro-damage during service on structural performance, resulting in the corrected numerical model still having significant differences from the real structure, the present application provides a digital model characterization method for high-rise building structures that combines monitoring and inspection.
[0004] The scheme of this application is as follows:
[0005] A digital model representation method for high-rise building structures that combines supervision and inspection includes:
[0006] Construct a design model based on the design parameters of the high-rise building structure;
[0007] Obtaining global monitoring data of the high-rise building structure; the global monitoring data includes: overall performance monitoring data of the structure during completion and service phase;
[0008] Modifying the design model based on the global monitoring data to obtain an as-built model of the high-rise building structure;
[0009] Determine the nodes to be inspected in high-rise structures based on structural drawings, service conditions, and model-derived stress distribution characteristics of components, nodes, or support areas;
[0010] Collect the damage data of beam-column nodes, debonding data of concrete-filled steel tube columns, and damage data of floor slab support parts of the nodes to be tested as local component degradation data of high-rise structures;
[0011] Globally expanding the local component degradation data by a spatial interpolation method to obtain global component degradation data;
[0012] The as-built model is modified using the global component degradation data.
[0013] Preferably, the method further comprises:
[0014] Filtering target monitoring data from the global monitoring data;
[0015] The design model is modified according to the target monitoring data.
[0016] Preferably, screening target monitoring data from the global monitoring data and modifying the design model according to the target monitoring data includes:
[0017] Selecting multiple target quantities from the global monitoring data to measure the overall performance of the high-rise building structure; the target quantities have a mapping relationship with the design parameters of the high-rise building structure;
[0018] Conduct orthogonal experimental design on the design parameters and select a preset number of design parameters that have the greatest impact on the overall performance of the high-rise building structure as correction parameters;
[0019] By using the response surface methodology, a proxy model is constructed in the sensitive parameter space, and the mapping relationship between the target quantity and the correction parameter is expressed through the proxy model;
[0020] solving the optimal correction parameters through the agent model;
[0021] The design model is modified according to the optimal modification parameters.
[0022] Preferably, the method further comprises:
[0023] The revised results of the as-built model are verified using the global monitoring data.
[0024] Preferably, collecting the beam-column node damage data of the node to be detected includes:
[0025] According to the connection characteristics of the beam-column node, virtual springs are attached to both ends of the beam element;
[0026] The dynamic stiffness matrix of the semi-rigid connected beam element is constructed by matrix superposition;
[0027] The virtual spring fixed coefficient in the dynamic stiffness matrix is extracted to characterize the damage data of the beam-column node.
[0028] Preferably, the virtual spring introduces no additional geometry and only provides stiffness.
[0029] Preferably, collecting debonding data of concrete-filled steel tube columns includes:
[0030] In the finite element analysis software, a steel tube model, a concrete column core model, and an end plate model were established based on the actual engineering material properties and dimensions. A Coulomb friction model was used in the tangential direction of the contact interface between the steel tube model and the concrete column core model, while a hard contact model was used in the normal direction.
[0031] The bottoms of the steel tube model and the concrete column core model are fixed, and axial force and horizontal displacement are applied to the tops of the steel tube model and the concrete column core model;
[0032] Fixed the debonding distance, set different debonding perimeter ratios and debonding distances, extracted the horizontal displacement and horizontal reaction force of the structure vertex, calculated the lateral stiffness of the column components under different debonding conditions, and obtained the curve of the lateral stiffness of the steel tube concrete column changing with the debonding perimeter ratio and debonding distance;
[0033] According to the curve of the lateral stiffness of CFST columns changing with the debonding perimeter ratio and debonding distance, and based on the structural mechanics formula, the lateral stiffness of CFST columns was converted into the reduced elastic modulus of the core concrete of non-debonded CFST columns to characterize the debonding data of CFST columns.
[0034] Preferably, collecting damage data of floor slab support parts includes:
[0035] Simulate the damage of the floor slab support parts to obtain simulated damage data of the floor slab support parts;
[0036] Based on the mechanical characteristics of corrugated steel plate concrete composite floor, an equivalent stiffness analysis model incorporating the slip effect is constructed;
[0037] The changes in the slip effect parameters in the equivalent stiffness analysis model are converted into the target parameters of the floor slab. The simulated damage data of the floor slab support parts are corrected according to the target parameters of the floor slab to obtain the damage data of the floor slab support parts.
[0038] The technical solution provided by this application may have the following beneficial effects:
[0039] In this technical solution, a structural digital model of the high-rise building structure is first constructed based on the overall performance monitoring data of the structure during completion and service, as well as the local component damage and degradation monitoring data. Then, actual damage detection data of local components such as beam-column node damage, steel tube concrete column debonding, and floor slab support parts are collected. This avoids the problem of missing local details caused by traditional methods that only rely on global modal responses, and can achieve refined modeling of micro-damage characteristics. This technical solution is based on long-term structural monitoring and component damage detection, and solves the problem that traditional models cannot effectively integrate multiple types of minor damage. By correcting the digital model of the high-rise building structure through local component degradation data, it can dynamically reflect the gradual evolution of the high-rise building structure during long-term service, such as stiffness degradation and dynamic characteristics changes, effectively improving the timeliness and prediction accuracy of the model, and providing reliable digital support for long-term service performance evaluation and safety monitoring of high-rise structures.
[0040] It should be understood that the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the present application. BRIEF DESCRIPTION OF THE DRAWINGS
[0041] The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the present application and, together with the description, serve to explain the principles of the present application.
[0042] Figure 1 This is a flow chart of a method for characterizing a digital model of a high-rise building structure that combines monitoring and inspection, provided by one embodiment of the present application;
[0043] Figure 2 This is a calculation diagram of a beam element with a parallel combination of rotation and shear springs provided by one embodiment of the present application;
[0044] Figure 3 This is a schematic diagram of a contact interface simulation between a steel pipe and column core concrete provided by an embodiment of the present application;
[0045] Figure 4 This is a schematic cross-sectional diagram of the debonding perimeter ratio of a concrete-filled steel tube column provided by one embodiment of the present application;
[0046] Figure 5 This is a schematic diagram of a calculation model for a simply supported composite beam of a steel plate provided in one embodiment of the present application;
[0047] Figure 6 This is a flow chart of another method for characterizing a digital model of a high-rise building structure that combines monitoring and inspection, provided in one embodiment of the present application. DETAILED DESCRIPTION
[0048] Exemplary embodiments will be described in detail herein, with examples illustrated in the accompanying drawings. In the following description, when referring to the drawings, identical numerals in different figures represent identical or similar elements, unless otherwise indicated. The embodiments described in the following exemplary embodiments are not intended to represent all embodiments consistent with the present application. Rather, they are merely examples of apparatus and methods consistent with certain aspects of the present application, as detailed in the appended claims.
[0049] Figure 1 This is a flow chart of a method for characterizing a digital model of a high-rise building structure combined with monitoring and inspection provided by an embodiment of the present application, with reference to Figure 1 A digital model representation method for high-rise building structures that combines supervision and inspection is proposed, including:
[0050] S11: Construct a design model based on the design parameters of the high-rise building structure;
[0051] S12: Obtain global monitoring data of the high-rise building structure; the global monitoring data includes: overall performance monitoring data of the structure during completion and service phase;
[0052] S13: Modify the design model based on the global monitoring data to obtain the as-built model of the high-rise building structure;
[0053] S14: Determine the nodes to be inspected in high-rise structures based on structural drawings, service conditions, and model-derived force distribution characteristics of components, nodes, or support areas;
[0054] S15: Collect the damage data of beam-column nodes, debonding data of concrete-filled steel tube columns, and damage data of floor slab support parts of the nodes to be tested as local component degradation data of the high-rise structure;
[0055] S16: Globally expand the local component degradation data by using a spatial interpolation method to obtain global component degradation data;
[0056] S17: Modify the as-built model using global component degradation data.
[0057] This technical solution includes two stages of correction. The first stage of correction is to correct the design model according to the monitoring data, and the second stage of correction is to correct the as-built model according to the detection data of the nodes to be detected.
[0058] Among them, the design model and the completion model are both structural digital models of high-rise building structures.
[0059] The first phase of amendments is as follows:
[0060] The method also includes:
[0061] Filtering target monitoring data from the global monitoring data;
[0062] The design model is modified according to the target monitoring data.
[0063] Specifically include:
[0064] Selecting multiple target quantities from the global monitoring data to measure the overall performance of the high-rise building structure; the target quantities have a mapping relationship with the design parameters of the high-rise building structure;
[0065] Conduct orthogonal experimental design on the design parameters and select a preset number of design parameters that have the greatest impact on the overall performance of the high-rise building structure as correction parameters;
[0066] The response surface methodology is used to construct a surrogate model in the sensitive parameter space, and the mapping relationship between the target quantity and the correction parameter is expressed through the surrogate model.
[0067] Solve the optimal correction parameters through the surrogate model;
[0068] The design model is modified according to the optimal modification parameters.
[0069] In this embodiment, the structural frequency and mode shape of the completed project can be selected as target quantities to measure the overall performance of the structure. These target quantities depend on several design parameters. Orthogonal experimental design and sensitivity analysis are performed on the design parameters (e.g., elastic modulus, density, and dimensions of beams, slabs, columns, and walls). A preset number (e.g., three) of parameters that are sensitive to the structural target quantity (i.e., have the greatest impact on the overall performance of the high-rise building) are selected as correction parameters.
[0070] The response surface methodology is used to construct a surrogate model in the sensitive parameter space, and the mapping relationship between the target quantity and the correction parameter is expressed through the surrogate model.
[0071] For example, if the structural frequency of the completed project is selected as the target quantity, the actual monitored structural frequency at the completion stage is used as the target to obtain the optimal correction parameters and correct the design model to obtain the completed model of the high-rise building structure.
[0072] The second phase of amendments is as follows:
[0073] Collect the beam-column joint damage data of the node to be tested, including:
[0074] According to the connection characteristics of the beam-column node, virtual springs are attached to both ends of the beam element;
[0075] The dynamic stiffness matrix of the semi-rigid connected beam element is constructed by matrix superposition;
[0076] The virtual spring fixed coefficient in the dynamic stiffness matrix is extracted to represent the damage data of the beam-column joint.
[0077] It should be noted that virtual springs do not introduce additional geometric dimensions and only provide stiffness. This is equivalent to attaching ideal springs to both ends of the beam element.
[0078] In this embodiment, based on the theoretical basis of semi-rigid connection, the dynamic stiffness matrix of the semi-rigid connection beam element is constructed by matrix superposition as follows:
[0079]
[0080] Extract the virtual spring fixed coefficient γ in the dynamic stiffness matrix to represent the damage data of the beam-column node:
[0081] m1=γ i +γ j +γ i γ j ;
[0082] m2=γ i (2+γ j );
[0083] m3=3γ i ,m4=3γ j ;
[0084] m5=3γ i γ j ;
[0085] m6=γ j (2+γ i );
[0086] m7=4-γ i γ j ;
[0087]
[0088] The connection spring fixed coefficient γ is used to characterize the degree of damage to the beam-column joint. The smaller the value of the connection spring fixed coefficient γ, the greater the degree of damage to the beam-column joint.
[0089] Collect debonding data of concrete-filled steel tube columns, including:
[0090] In the finite element analysis software, a steel tube model, a concrete column core model, and an end plate model were established based on the actual engineering material properties and dimensions. A Coulomb friction model was used in the tangential direction of the contact interface between the steel tube model and the concrete column core model, while a hard contact model was used in the normal direction.
[0091] The bottoms of the steel tube model and the concrete column core model are fixed, and axial force and horizontal displacement are applied to the tops of the steel tube model and the concrete column core model;
[0092] Fixed the debonding distance, set different debonding perimeter ratios and debonding distances, extracted the horizontal displacement and horizontal reaction force of the structure vertex, calculated the lateral stiffness of the column components under different debonding conditions, and obtained the curve of the lateral stiffness of the steel tube concrete column changing with the debonding perimeter ratio and debonding distance;
[0093] According to the curve of the lateral stiffness of CFST columns changing with the debonding perimeter ratio and debonding distance, and based on the structural mechanics formula, the lateral stiffness of CFST columns was converted into the reduced elastic modulus of the core concrete of non-debonded CFST columns to characterize the debonding data of CFST columns.
[0094] In actual practice, the steel tube model, concrete column core model and end plate model can be established in the finite element analysis software ABAQUS according to the actual engineering material properties and dimensions. Figure 3 As shown in the figure, the Coulomb friction model is used in the tangential direction of the contact interface between the steel tube model and the concrete column core model, and hard contact is used in the normal direction.
[0095] Fixed debonding distance, set different debonding perimeter ratios, such as Figure 4 As shown in the figure, the horizontal displacement and horizontal reaction force of the structure vertex are extracted, the lateral stiffness of the column components under different debonding conditions are calculated, and the curve of the change of the lateral stiffness of the steel tube concrete column with the debonding perimeter ratio is obtained;
[0096] Then, the debonding distance was fixed, different debonding distances were set, the horizontal displacement and horizontal reaction force of the structure vertex were extracted, the lateral stiffness of the column components under different debonding conditions were calculated, and the curve of the change of the lateral stiffness of the steel tube concrete column with the debonding distance was obtained.
[0097] Using the structural mechanics formula combined with the lateral stiffness of the steel tube concrete column, the lateral stiffness m of the steel tube concrete column is converted into the elastic modulus reduction E of the core concrete of the non-debonded steel tube concrete column. c , an equivalent parametric characterization method for debonding damage of concrete-filled steel tube columns was proposed.
[0098]
[0099] Where m represents the lateral stiffness of the CFST column; P represents the lateral load; Δu represents the horizontal displacement; L represents the height of the CFST column; E sc I sc G represents the bending stiffness of concrete-filled steel tube in the elastic stage; sc A sc It represents the shear stiffness of the steel tube concrete composite material in the elastic stage.
[0100] Collect damage data of floor slab support parts, including:
[0101] Simulate the damage of the floor slab support parts to obtain simulated damage data of the floor slab support parts;
[0102] Based on the mechanical characteristics of corrugated steel plate concrete composite floor, an equivalent stiffness analysis model incorporating the slip effect is constructed;
[0103] The changes in the slip effect parameters in the equivalent stiffness analysis model are converted into the target parameters of the floor slab. The simulated damage data of the floor slab support parts are corrected according to the target parameters of the floor slab to obtain the damage data of the floor slab support parts.
[0104] Based on the mechanical characteristics of the corrugated steel plate concrete composite floor, refer to Figure 5 , an equivalent stiffness analysis model incorporating the slip effect is constructed, and an equivalent stiffness calculation method for corrugated steel plate concrete composite slab based on the slip effect is proposed. The slip effect parameter δ in the equivalent stiffness analysis model is converted to s The changes in the parameters are converted into the target parameters of the floor slab to correct the simulated damage data of the floor slab support parts.
[0105]
[0106] (EI) e =(EI)1ω+(EI)2(1-ω);
[0107]
[0108] Among them, (EI) e represents the weighted average stiffness of the composite beam transformation section; (EI)1 represents the section stiffness of section L-1; (EI)2 represents the section stiffness of section L-2; δ s represents the slip effect parameter.
[0109] In this example, local component degradation data, such as beam-column joint damage, debonding of concrete-filled steel tube columns, and damage to floor slab supports, is collected and globally (building-wide) expanded using spatial interpolation. For example, based on debonding monitoring data from a subset of floors, Gaussian process regression (GPR) is used to spatially interpolate debonding indicators, thereby inferring the debonding perimeter ratio for each floor throughout the structure.
[0110] Combining the three damage degradation characterization methods mentioned above, component inspection data results and global degradation data obtained by spatial interpolation, the digital model of the structural as-built is modified.
[0111] Figure 6 1 is a flow chart of two correction stages of the digital model representation method for high-rise building structures combined with supervision and inspection in this embodiment.
[0112] It should be noted that the method also includes:
[0113] The revised results of the as-built model are verified through global monitoring data.
[0114] The as-built model in this technical solution has undergone the aforementioned multi-stage revisions, and the reliability and accuracy of the revision results need to be verified by comparing them with the global monitoring data.
[0115] It can be understood that the same or similar parts of the above embodiments can be referenced to each other, and the contents not described in detail in some embodiments can refer to the same or similar contents in other embodiments.
[0116] It should be noted that, in the description of this application, the terms "first", "second", etc. are used for descriptive purposes only and should not be understood as indicating or implying relative importance. In addition, in the description of this application, unless otherwise specified, the meaning of "plurality" refers to at least two.
[0117] Any process or method description in a flowchart or otherwise described herein may be understood to represent a module, segment or portion of code comprising one or more executable instructions for implementing the steps of a specific logical function or process, and the scope of the preferred embodiments of the present application includes alternative implementations in which functions may be performed out of the order shown or discussed, including performing functions in a substantially simultaneous manner or in the reverse order depending on the functions involved, which should be understood by those skilled in the art to which the embodiments of the present application belong.
[0118] It should be understood that various parts of the present application can be implemented using hardware, software, firmware, or a combination thereof. In the above embodiments, multiple steps or methods can be implemented using software or firmware stored in a memory and executed by a suitable instruction execution system. For example, if implemented using hardware, as in another embodiment, any one of the following technologies known in the art or a combination thereof can be used to implement: a discrete logic circuit having a logic gate circuit for implementing a logic function on a data signal, an application-specific integrated circuit having a suitable combination of logic gate circuits, a programmable gate array (PGA), a field programmable gate array (FPGA), etc.
[0119] Those skilled in the art will understand that all or part of the steps in the method of the above embodiment can be completed by instructing related hardware through a program, and the program can be stored in a computer-readable storage medium. When the program is executed, it includes one or a combination of the steps of the method embodiment.
[0120] In addition, the functional units in the various embodiments of the present application may be integrated into a processing module, or each unit may exist physically separately, or two or more units may be integrated into a module. The above-mentioned integrated module may be implemented in the form of hardware or in the form of a software functional module. If the integrated module is implemented in the form of a software functional module and sold or used as an independent product, it may also be stored in a computer-readable storage medium.
[0121] The storage medium mentioned above can be a read-only memory, a magnetic disk or an optical disk, etc.
[0122] Throughout this specification, reference to terms such as "one embodiment," "some embodiments," "examples," "specific examples," or "some examples" means that a specific feature, structure, material, or characteristic described in conjunction with that embodiment or example is included in at least one embodiment or example of the present application. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
[0123] Although the embodiments of the present application have been shown and described above, it can be understood that the above embodiments are exemplary and cannot be understood as limitations on the present application. Ordinary technicians in this field can change, modify, replace and modify the above embodiments within the scope of the present application.
Claims
1. A digital model representation method for high-rise building structures combined with supervision and inspection, characterized in that: include: Construct a design model based on the design parameters of the high-rise building structure; Obtain global monitoring data of high-rise building structures; The global monitoring data includes: overall performance monitoring data of the structure during completion and service phase; Modifying the design model based on the global monitoring data to obtain an as-built model of the high-rise building structure; Determine the nodes to be inspected in high-rise structures based on structural drawings, service conditions, and model-derived stress distribution characteristics of components, nodes, or support areas; Collect the damage data of beam-column nodes, debonding data of concrete-filled steel tube columns, and damage data of floor slab support parts of the nodes to be tested as local component degradation data of high-rise structures; Globally expanding the local component degradation data by a spatial interpolation method to obtain global component degradation data; The as-built model is modified using the global component degradation data.
2. The method according to claim 1, characterized in that The method further comprises: Filtering target monitoring data from the global monitoring data; The design model is modified according to the target monitoring data.
3. The method according to claim 2, characterized in that Filtering target monitoring data from the global monitoring data, and modifying the design model according to the target monitoring data, including: Selecting multiple target quantities from the global monitoring data to measure the overall performance of the high-rise building structure; the target quantities have a mapping relationship with the design parameters of the high-rise building structure; Conduct orthogonal experimental design on the design parameters and select a preset number of design parameters that have the greatest impact on the overall performance of the high-rise building structure as correction parameters; By using the response surface methodology, a proxy model is constructed in the sensitive parameter space, and the mapping relationship between the target quantity and the correction parameter is expressed through the proxy model; solving the optimal correction parameters through the agent model; The design model is modified according to the optimal modification parameters.
4. The method according to claim 1, wherein The method further comprises: The revised results of the as-built model are verified using the global monitoring data.
5. The method according to claim 1, wherein Collect the beam-column joint damage data of the node to be tested, including: According to the connection characteristics of the beam-column node, virtual springs are attached to both ends of the beam element; The dynamic stiffness matrix of the semi-rigid connected beam element is constructed by matrix superposition; The virtual spring fixed coefficient in the dynamic stiffness matrix is extracted to characterize the damage data of the beam-column node.
6. The method according to claim 5, characterized in that The virtual spring introduces no additional geometry and only provides stiffness.
7. The method according to claim 1, characterized in that Collect debonding data of concrete-filled steel tube columns, including: In the finite element analysis software, a steel tube model, a concrete column core model, and an end plate model were established based on the actual engineering material properties and dimensions. A Coulomb friction model was used in the tangential direction of the contact interface between the steel tube model and the concrete column core model, while a hard contact model was used in the normal direction. The bottoms of the steel tube model and the concrete column core model are fixed, and axial force and horizontal displacement are applied to the tops of the steel tube model and the concrete column core model; Fixed the debonding distance, set different debonding perimeter ratios and debonding distances, extracted the horizontal displacement and horizontal reaction force of the structure vertex, calculated the lateral stiffness of the column components under different debonding conditions, and obtained the curve of the lateral stiffness of the steel tube concrete column changing with the debonding perimeter ratio and debonding distance; According to the curve of the lateral stiffness of CFST columns changing with the debonding perimeter ratio and debonding distance, and based on the structural mechanics formula, the lateral stiffness of CFST columns was converted into the reduced elastic modulus of the core concrete of non-debonded CFST columns to characterize the debonding data of CFST columns.
8. The method according to claim 1, characterized in that Collect damage data of floor slab support parts, including: Simulate the damage of the floor slab support parts to obtain simulated damage data of the floor slab support parts; Based on the mechanical characteristics of corrugated steel plate concrete composite floor, an equivalent stiffness analysis model incorporating the slip effect is constructed; The changes in the slip effect parameters in the equivalent stiffness analysis model are converted into the target parameters of the floor slab. The simulated damage data of the floor slab support parts are corrected according to the target parameters of the floor slab to obtain the damage data of the floor slab support parts.