Structural dynamic characteristic analysis and optimization method and device

Abstract

The embodiment of the invention provides a structural dynamic characteristic analysis and optimization method and device, and the method comprises the steps: obtaining an acceleration record of a strong vibration monitoring array, carrying out the data preprocessing, obtaining a preprocessed acceleration time history, carrying out the structural response analysis, and obtaining a structural response analysis result, performing modal identification technology analysis by using a time peak value pickup method and a frequency domain random subspace method to obtain a mutually verified structure first-order period, and obtaining a verified modal identification method; based on the periodic empirical formula, performing first-order periodic empirical formula fitting analysis on the typical super high-rise building array, and revising the first-order periodic empirical formula of the super high-rise building; and obtaining the damping ratio of each building by using the verified modal identification method, taking the height, the length-width ratio, the first-order natural vibration period, the structural material, the transverse load resistance coefficient and the vibration amplitude parameter of the building as influence factors, respectively performing regression analysis on the damping ratio and the influence factors, and analyzing the influence of different parameters on damping.

Description

Technical Field

[0001] This document relates to the field of computer technology, and in particular to a method and device for analyzing and optimizing structural dynamic characteristics based on strong vibration monitoring array data of super high-rise buildings. Background Art

[0002] With the acceleration of urbanization, the number of super high-rise buildings has increased sharply, and the seismic safety risks of super high-rise buildings deserve attention. High-rise buildings have been damaged by earthquakes both at home and abroad. High-rise buildings may also cause panic among residents due to excessive floor amplitudes caused by other loads. Modal identification of building structures based on environmental excitation and seismic data has always been a hot topic of research at home and abroad.

[0003] The natural period can be calculated from the mass and stiffness matrix, but the results identified by finite element methods and the vibration response test of the actual structure are often quite different, and the measured results are usually more accurate and reliable. In the prior art, an empirical formula for the basic period of the building is given based on the historical earthquake data of the building. The peak picking method, the half-power point method, the random subspace driven by the covariance in the time domain, the random subspace method driven by the data, and the seismic interference method are used to identify the mode of the building, and the first-order natural frequency of a 52-story super high-rise building in Los Angeles during the California earthquake is identified. In addition, the prior art also uses the seismic observation data of a high-rise building in the earthquake, and uses the power spectrum method and the complex modal exponential function method for modal identification. In addition, the dynamic characteristics of the building's force-resistant steel frame are measured, and it is found that the natural period of the structure measured under the earthquake is greater than the natural period under environmental excitation.

[0004] The damping obtained based on the structural dynamic response measured by the structural array is considered to be the most reliable method to obtain the damping ratio. In the prior art, based on a series of vibration tests conducted by the Earthquake Engineering Institute on a four-story concrete building, it was concluded that "based on limited evidence, it seems that a minimum value of about 5% of the critical damping can be established as a damping ratio applicable to traditional buildings", and this result is still adopted by most specifications. In addition, based on environmental vibration data, the power spectrum method and the half-power point method were used to identify that the damping ratios of 16 high-rise reinforced concrete structures were all around 5%. The first-order damping ratios of buildings affected by earthquakes were also studied, and it was pointed out that the damping ratio of reinforced concrete structures was 5% appropriate. In addition, the ERA structural modal parameter identification method was used to identify that the damping ratio of super-high-rise buildings was in the range of 0.7-3.4%. Based on historical earthquake data, it was found that the damping ratio decreased with the increase of building height, reaching a value below 2.5%, and there was no statistical correlation between the roof peak displacement ratio and the identified fundamental frequency damping ratio. Summary of the invention

[0005] The purpose of the present invention is to provide a method and device for analyzing and optimizing structural dynamic characteristics based on strong vibration monitoring array data of super high-rise buildings, aiming to solve the above-mentioned problems in the prior art.

[0006] The present invention provides a structural dynamic characteristics analysis and optimization method based on super high-rise building strong vibration monitoring array data, comprising:

[0007] Based on a typical super-high-rise building array, the acceleration records of the strong vibration monitoring array are obtained, and data preprocessing is performed to obtain the preprocessed acceleration time history. Based on the acceleration time history, the structural response analysis is performed to obtain the acceleration response, velocity response and displacement response. The modal identification technology analysis is performed using the time peak value picking method and the random subspace method in the frequency domain to obtain the mutually verified first-order structural period, and the verified modal identification method is obtained;

[0008] Based on the periodic empirical formula, the first-order periodic empirical formula fitting analysis is performed on the typical super high-rise building array, and the first-order periodic empirical formula of super high-rise buildings is revised;

[0009] The damping ratio of each building is obtained by using the verified modal identification method. The building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters are taken as influencing factors. Regression analysis is performed on the damping ratio and the influencing factors to analyze the impact of different parameters on damping.

[0010] The present invention provides a structural dynamic characteristics analysis and optimization device based on super high-rise building strong vibration monitoring array data, comprising:

[0011] A processing and verification module is used to obtain acceleration records of a strong vibration monitoring array based on a typical super-high-rise building array, perform data preprocessing, obtain a preprocessed acceleration time history, perform structural response analysis based on the acceleration time history, obtain acceleration response, velocity response, and displacement response, perform modal identification technical analysis using a time peak value picking method and a random subspace method in the frequency domain to obtain mutually verified first-order structural periods, and obtain a verified modal identification method;

[0012] An analysis and revision module, for performing a first-order periodic empirical formula fitting analysis on the typical super high-rise building array based on the periodic empirical formula, and revising the first-order periodic empirical formula of super high-rise buildings;

[0013] The regression analysis module is used to obtain the damping ratio of each building using the verified modal identification method, taking the building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters as influencing factors, and performing regression analysis on the damping ratio and the influencing factors respectively to analyze the impact of different parameters on damping.

[0014] An embodiment of the present invention also provides an electronic device, comprising: a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein when the computer program is executed by the processor, the steps of the above-mentioned method for analyzing and optimizing structural dynamic characteristics based on the strong vibration monitoring array data of super high-rise buildings are implemented.

[0015] An embodiment of the present invention also provides a computer-readable storage medium, on which a program for implementing information transmission is stored. When the program is executed by a processor, the steps of the structural dynamic characteristics analysis and optimization method based on the strong vibration monitoring array data of super high-rise buildings are implemented.

[0016] By adopting the embodiment of the present invention, the data of the super high-rise building array is taken as the research object, and methods such as strong vibration data processing, massive data processing and modal identification are proposed to analyze the characteristics of the natural vibration period and damping ratio of the super high-rise building structure, which can provide a reference for the parameter selection of the natural vibration period and damping ratio of the super high-rise building. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] In order to more clearly illustrate one or more embodiments of this specification or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments recorded in this specification. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative labor.

[0018] Figure 1 is a flow chart of a method for analyzing and optimizing structural dynamic characteristics based on super high-rise building strong vibration monitoring array data according to an embodiment of the present invention;

[0019] Figure 2 Schematic diagram of the principle of a method for analyzing and optimizing structural dynamic characteristics based on super high-rise building strong vibration monitoring array data according to an embodiment of the present invention;

[0020] Figure 3 It is a schematic diagram of a typical project of an embodiment of the present invention for identifying damping ratio in Hualien earthquake and comparing the results of Cruz and Miranda (2021);

[0021] Figure 4 Schematic diagram of a structural dynamic characteristics analysis and optimization device based on super high-rise building strong vibration monitoring array data according to an embodiment of the present invention;

[0022] Figure 5 is a schematic diagram of an electronic device according to an embodiment of the present invention. DETAILED DESCRIPTION

[0023] In order to enable those skilled in the art to better understand the technical solutions in one or more embodiments of this specification, the following will be combined with the drawings in one or more embodiments of this specification to clearly and completely describe the technical solutions in one or more embodiments of this specification. Obviously, the described embodiments are only part of the embodiments of this specification, not all of the embodiments. Based on one or more embodiments of this specification, all other embodiments obtained by ordinary technicians in this field without creative work should fall within the scope of protection of this document.

[0024] Method Embodiment

[0025] According to an embodiment of the present invention, a structural dynamic characteristics analysis and optimization method based on super high-rise building strong vibration monitoring array data is provided. Figure 1 is a flow chart of a method for analyzing and optimizing structural dynamic characteristics based on super high-rise building strong vibration monitoring array data according to an embodiment of the present invention. Figure 1 As shown, the structural dynamic characteristics analysis and optimization method based on the strong vibration monitoring array data of super high-rise buildings according to an embodiment of the present invention specifically includes:

[0026] Step S101, based on a typical super high-rise building array, the acceleration records of the strong vibration monitoring array are obtained, and data preprocessing is performed to obtain a preprocessed acceleration time history, and a structural response analysis is performed based on the acceleration time history to obtain an acceleration response, a velocity response, and a displacement response, and a modal identification technical analysis is performed using a time peak value picking method and a random subspace method in the frequency domain to obtain mutually verified first-order structural periods, and obtain a verified modal identification method;

[0027] Among them, in step S101, based on the typical super high-rise building array, the acceleration record of the strong vibration monitoring array is obtained, and the data is preprocessed to obtain the acceleration time history after preprocessing, which specifically includes:

[0028] Based on a typical super-high-rise building array, the acceleration record of the strong vibration monitoring array is obtained, wherein the acceleration record specifically includes: seismic excitation data and environmental excitation data;

[0029] The sampling technology is used to downsample the original acceleration time history to 50sps to obtain the downsampled acceleration time history, and the constant baseline correction technology is used to remove zero drift;

[0030] The fourth-order Butterworth digital bandpass filtering technology is used to improve the signal-to-noise ratio of the signal, and then the preprocessed acceleration time history is obtained after downsampling, constant baseline correction and digital filtering. Among them, the high-frequency cutoff frequency of the filter in the fourth-order Butterworth digital bandpass filtering technology is 10Hz, and the low-frequency cutoff frequency is determined according to the four principles that the signal-to-noise ratio of the seismic signal is greater than 3, less than 80% of the Nyquist frequency, the flatness or convexity of the high-frequency band of the Fourier spectrum curve, and the flatness or convexity of the high-frequency band of the SNR curve.

[0031] Based on the acceleration time history, the structural response analysis is performed to obtain the acceleration response, velocity response and displacement response, which specifically include:

[0032] The velocity time history is obtained by integrating the acceleration time history once, and the linear baseline correction technology is used for the possible zero line drift, that is, the trend line obtained by first-order polynomial fitting is used as the correction item;

[0033] The corrected velocity time history is integrated again to obtain the displacement response, and the linear baseline correction is performed again using the above-mentioned linear baseline correction technology for possible zero line drift;

[0034] The maximum value of acceleration that does not pass through the height measurement point is calculated to obtain the acceleration magnification factor, and the position magnification factor of the structural response is compared and analyzed with the position factor in the building seismic design code;

[0035] The amplification effect of the velocity time history of non-structural components is analyzed based on the displacement amplitudes of measuring points at different heights to obtain the deformation characteristics of the structure;

[0036] The acceleration signal is converted into the acceleration frequency domain curve by Fourier transform. According to the frequency characteristics, the modal decomposition technology is used to obtain the proportion of different order modes.

[0037] The modal identification technology analysis using the time peak picking method and the random subspace method in the frequency domain obtains the mutually verified first-order period of the structure. The verified modal identification method specifically includes:

[0038] The modal identification techniques of the time peak picking method (PP method) and the random subspace method (SSI method) in the frequency domain are used to analyze and obtain the mutually verified first-order period of the structure, wherein the SSI method identifies the corresponding first-order damping ratio as the damping ratio of the structure; the verified modal identification method is used as the subsequent structural modal identification method;

[0039] The vibration response identification results of a typical super-high-rise building array are selected and compared with the first-order frequency and damping ratio results analyzed by finite element software, and the changes in the first-order frequency and damping ratio of the structure under environmental excitation and seismic load are analyzed.

[0040] Step S102, based on the periodic empirical formula, performs first-order periodic empirical formula fitting analysis on the typical super high-rise building array, and revises the first-order periodic empirical formula of super high-rise buildings; specifically includes:

[0041] Organize the vibration data of super high-rise buildings and the height, aspect ratio, structural material, lateral load resistance coefficient and vibration amplitude of the building structure, and use massive data processing technology and verified modal identification technology to perform modal identification on the collected data of each building to obtain the first-order natural vibration period of each building;

[0042] Based on the existing first-order periodic empirical formula, the relevant parameter values ​​are statistically analyzed in the form of the periodic empirical formula, the data points of the periodic empirical formula are supplemented, and the revised first-order periodic empirical formula of buildings is obtained through re-regression analysis.

[0043] For the revised first-order period empirical formula, relevant literature and measured data points are collected, the applicability and usability of the revised first-order period empirical formula are analyzed, and the revised first-order period empirical formula is verified through the data of the newly built super high-rise building structure array;

[0044] Compare and analyze the relationship between the damping ratio of super high-rise buildings and the building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters.

[0045] Step S103, using the verified modal identification method to obtain the damping ratio of each building, taking the building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters as influencing factors, performing regression analysis on the damping ratio and the influencing factors respectively, and analyzing the influence of different parameters on damping.

[0046] In summary, the embodiments of the present invention use strong vibration observation and modal identification technology to identify the first-order period and damping ratio of the structure based on the strong vibration monitoring data of super high-rise buildings under earthquake and environmental excitation. Based on previous research, a new empirical formula is obtained by fitting the first-order period. The correlation between height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient, vibration amplitude and damping is explored.

[0047] The above technical solution of the embodiment of the present invention is described below with reference to the accompanying drawings.

[0048] The technical principle of the embodiment of the present invention is as follows Figure 2 As shown, starting from strong earthquake observation technology, structural response analysis, modal identification technology, regression analysis and other aspects, the seismic response, first-order natural vibration period and damping ratio of the structure are studied to form a reasonable, effective and practical solution. The specific research plan is as follows:

[0049] (1) Taking the data of a typical super-high-rise building array as the research object, the modal identification method of super-high-rise buildings is studied.

[0050] ① Collect the acceleration records of the strong vibration monitoring array of the project, including earthquake excitation data and environmental excitation data, and preprocess the data. According to the characteristics of the signal, firstly, the sampling technology can be used to downsample the original acceleration time history to 50sps to obtain the downsampled acceleration time history. Secondly, the constant baseline correction technology is used to remove zero drift (minus the average value of 20s before the earthquake event). Thirdly, the 4th-order Butterworth digital bandpass filtering technology is used to improve the signal-to-noise ratio of the signal. The high-frequency cutoff frequency fHP of the filter is recommended to be 10Hz, and the low-frequency cutoff frequency fLP needs to be determined according to the four principles of the signal-to-noise ratio (SNR) of the seismic signal greater than 3, less than 80% of the Nyquist frequency, the flat or convex part of the high-frequency band of the Fourier spectrum (FAS) curve, and the flat or convex part of the high-frequency band of the SNR curve. Finally, after downsampling, constant baseline correction, and digital filtering, the preprocessed acceleration time history is obtained.

[0051] ②Analyze the response of the structure, including integrating the acceleration time history once to obtain the velocity time history, and using the linear baseline correction technology for possible zero line drift, that is, the trend line is obtained by first-order polynomial fitting as the correction term. The corrected velocity time history is integrated again to obtain the displacement response, and the linear baseline correction technology is used again for possible zero line drift. The acceleration amplification factor is calculated by calculating the maximum acceleration that does not pass through the height measurement point, and the position amplification factor of the structural response is compared with the position coefficient in the building seismic design code (the position coefficient in the seismic code is 2). At the same time, the amplification effect of the velocity time history that is relatively sensitive to non-structural components is studied. According to the displacement amplitude of different height measurement points, the deformation characteristics of the structure can be analyzed. Furthermore, the acceleration signal is converted into the acceleration frequency domain curve of the signal by Fourier transform. According to the frequency characteristics, the modal decomposition technology is used (here, the first-order frequency identified by Fourier spectrum can be modally decomposed by low-pass and high-pass filtering) to obtain the proportion of different order modes.

[0052] ③Finally, the modal identification techniques of the time peak picking method (PP method) and the random subspace method (SSI method) in the frequency domain are used to analyze the mutually verified first-order period of the structure, in which the SSI method identifies the corresponding first-order damping ratio as the damping ratio of the structure. The verified modal identification method is used as the subsequent structural modal identification method. The vibration response identification results of the selected typical super-high-rise building projects are compared with the first-order frequency and damping ratio results analyzed by the finite element software. At the same time, the changes in the first-order frequency and damping ratio of the structure under environmental excitation and seismic loads are analyzed.

[0053] (2) Based on the empirical periodic formula in the latest Chinese and American standards, a first-order empirical periodic formula fitting analysis is performed on the selected super high-rise buildings.

[0054] ①Collate the vibration data of more than 150 super-high-rise buildings in Wuhan, as well as parameters such as building structure height, aspect ratio, structural material, lateral load resistance coefficient and vibration amplitude. Use massive data processing technology and verified modal identification technology to perform modal identification on the collected data of each building to obtain the first-order natural vibration period of each building.

[0055] ② Drawing on the first-order cycle empirical formula in the latest Chinese and American standards, using the form of the cycle empirical formula in the standards, statistically analyzing the relevant parameter values, supplementing the data points of the cycle empirical formula in the standards (for example, Geol and Chopra, 1998 adopted by the American standards), and re-regressing and analyzing to give a revised first-order cycle empirical formula for buildings.

[0056] ③ For the revised first-order period empirical formula, relevant literature and measured data points are collected to analyze the applicability and usability of the new formula. The empirical formula is verified by the data of the newly built super high-rise building structure array.

[0057] (3) Based on the above two parts, the relationship between the damping ratio of super high-rise buildings and the building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters is compared and analyzed.

[0058] The damping ratio of each building is obtained by using the verified modal identification technology. The building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters are taken as influencing factors, and regression analysis is performed on the damping ratio and the above influencing factors to analyze the impact of different parameters on damping.

[0059] In the study of the fitting analysis of the first-order cycle empirical formula of super high-rise buildings, statistics were collected on the cycle empirical formulas of domestic and foreign standards such as China, the United States, Japan, and Australia, and the most typical empirical formulas used in the Chinese and American standards were selected as references. The first-order cycle empirical formulas in the latest Chinese and American standards are shown in Table 1 below.

[0060] Table 1 The latest cycle empirical formulas of China and the United States

[0061]

[0062]

[0063] In the study of the relationship between the damping ratio of super high-rise buildings and the building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters, the damping ratio results of typical buildings have been compared with the fitting results of the damping ratio and building height of Cruz and Miranda (2021) in the statistical structure array data of the United States, as follows Figure 3 As shown, it can be seen that the damping ratio of the typical project in the Hualien earthquake is close to the fitting curve of H>50m.

[0064] In summary, the embodiments of the present invention focus on the strong vibration monitoring array data of super high-rise buildings in Wuhan City, and study the empirical formula of the first-order natural vibration period of the building, the relationship between the damping ratio and other building parameters. The relevant results can provide parameters for calculating the response of the building structure in the seismic design of the building, and also provide support for the strong vibration monitoring platform of super high-rise buildings in Wuhan City.

[0065] The embodiment of the present invention aims at the problem that the first-order natural vibration period and damping ratio of super high-rise buildings currently used in building structure design are greatly different from the measured values. The project uses the environmental excitation response data of more than 150 super high-rise buildings in Wuhan and the seismic monitoring data of some arrays as research objects, combines the characteristics of super high-rise buildings themselves (height, aspect ratio, structural materials, lateral load resistance coefficient and other parameters), and uses the verified modal identification method to extract more first-order natural vibration periods and damping ratios of super high-rise buildings based on vibration response. The main beneficial effects are as follows:

[0066] (1) The modal parameters of more than 150 super high-rise buildings in Wuhan City can be identified through the verified modal identification, and the first-order period empirical formula and damping ratio recommended value in the existing specifications can be revised to solve the problem that the first-order period and damping value of super high-rise buildings in the existing specifications are too small;

[0067] (2) The first-order natural vibration period and damping ratio can directly provide an alarm parameter for the earthquake damage assessment of the Wuhan super-high-rise building strong vibration monitoring system platform, providing technical support for the construction of the platform.

[0068] Device Example 1

[0069] According to an embodiment of the present invention, a structural dynamic characteristics analysis and optimization device based on super high-rise building strong vibration monitoring array data is provided. Figure 4 Schematic diagram of a structural dynamic characteristics analysis and optimization device based on super high-rise building strong vibration monitoring array data according to an embodiment of the present invention. Figure 4 As shown, the structural dynamic characteristics analysis and optimization device based on the strong vibration monitoring array data of super high-rise buildings according to the embodiment of the present invention specifically includes:

[0070] The processing verification module 40 is used to obtain the acceleration records of the strong vibration monitoring array based on the typical super high-rise building array, perform data preprocessing, obtain the preprocessed acceleration time history, perform structural response analysis based on the acceleration time history, obtain the acceleration response, velocity response and displacement response, perform modal identification technical analysis using the time peak value picking method and the random subspace method in the frequency domain to obtain the mutually verified first-order structural period, and obtain the verified modal identification method; specifically used for:

[0071] Based on a typical super-high-rise building array, the acceleration record of the strong vibration monitoring array is obtained, wherein the acceleration record specifically includes: seismic excitation data and environmental excitation data;

[0072] The sampling technology is used to downsample the original acceleration time history to 50sps to obtain the downsampled acceleration time history, and the constant baseline correction technology is used to remove zero drift;

[0073] The 4th-order Butterworth digital bandpass filtering technology is used to improve the signal-to-noise ratio of the signal, and then the preprocessed acceleration time history is obtained after downsampling, constant baseline correction, and digital filtering. Among them, the high-frequency cutoff frequency of the filter in the 4th-order Butterworth digital bandpass filtering technology is 10Hz, and the low-frequency cutoff frequency is determined according to the four principles that the signal-to-noise ratio of the seismic signal is greater than 3, less than 80% of the Nyquist frequency, the flat or convex part of the high-frequency band of the Fourier spectrum curve, and the flat or convex part of the high-frequency band of the SNR curve;

[0074] The velocity time history is obtained by integrating the acceleration time history once, and the linear baseline correction technology is used for the possible zero line drift, that is, the trend line obtained by first-order polynomial fitting is used as the correction item;

[0075] The corrected velocity time history is integrated again to obtain the displacement response, and the linear baseline correction is performed again using the above-mentioned linear baseline correction technology for possible zero line drift;

[0076] The maximum value of acceleration that does not pass through the height measurement point is calculated to obtain the acceleration magnification factor, and the position magnification factor of the structural response is compared and analyzed with the position factor in the building seismic design code;

[0077] The amplification effect of the velocity time history of non-structural components is analyzed based on the displacement amplitudes of measuring points at different heights to obtain the deformation characteristics of the structure;

[0078] The acceleration signal is converted into the acceleration frequency domain curve by Fourier transform. According to the frequency characteristics, the modal decomposition technology is used to obtain the proportion of different order modes.

[0079] The modal identification techniques of the time peak picking method (PP method) and the random subspace method (SSI method) in the frequency domain are used to analyze and obtain the mutually verified first-order period of the structure, wherein the SSI method identifies the corresponding first-order damping ratio as the damping ratio of the structure; the verified modal identification method is used as the subsequent structural modal identification method;

[0080] The vibration response identification results of a typical super-high-rise building array are selected and compared with the first-order frequency and damping ratio results analyzed by finite element software, and the changes in the first-order frequency and damping ratio of the structure under environmental excitation and seismic load are analyzed.

[0081] The analysis and revision module 42 is used to perform a first-order period empirical formula fitting analysis on the typical super high-rise building array based on the period empirical formula, and to revise the first-order period empirical formula of super high-rise buildings; specifically, it is used to:

[0082] Organize the vibration data of super high-rise buildings and the height, aspect ratio, structural material, lateral load resistance coefficient and vibration amplitude of the building structure, and use massive data processing technology and verified modal identification technology to perform modal identification on the collected data of each building to obtain the first-order natural vibration period of each building;

[0083] Based on the existing first-order periodic empirical formula, the relevant parameter values ​​are statistically analyzed in the form of the periodic empirical formula, the data points of the periodic empirical formula are supplemented, and the revised first-order periodic empirical formula of buildings is obtained through re-regression analysis.

[0084] For the revised first-order period empirical formula, relevant literature and measured data points are collected, the applicability and usability of the revised first-order period empirical formula are analyzed, and the revised first-order period empirical formula is verified through the data of the newly built super high-rise building structure array;

[0085] Compare and analyze the relationship between the damping ratio of super high-rise buildings and the building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters.

[0086] The regression analysis module 44 is used to obtain the damping ratio of each building using the verified modal identification method, taking the building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters as influencing factors, and performing regression analysis on the damping ratio and the influencing factors respectively to analyze the influence of different parameters on damping.

[0087] The embodiment of the present invention is a device embodiment corresponding to the above-mentioned method embodiment. The specific operations of each module can be understood by referring to the description of the method embodiment, which will not be repeated here.

[0088] Device Example 2

[0089] An embodiment of the present invention provides an electronic device, such as Figure 5 As shown, it includes: a memory 50, a processor 52, and a computer program stored in the memory 50 and executable on the processor 52. When the computer program is executed by the processor 52, the steps described in the method embodiment are implemented.

[0090] Device Example 3

[0091] An embodiment of the present invention provides a computer-readable storage medium, on which a program for implementing information transmission is stored. When the program is executed by the processor 52, the steps described in the method embodiment are implemented.

[0092] The computer-readable storage medium in this embodiment includes, but is not limited to, ROM, RAM, magnetic disk or optical disk, etc.

[0093] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or replace some or all of the technical features therein with equivalents. However, these modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A structural dynamic characteristics analysis and optimization method based on super high-rise building strong vibration monitoring array data, characterized in that: include: Based on a typical super-high-rise building array, the acceleration records of the strong vibration monitoring array are obtained, and data preprocessing is performed to obtain the preprocessed acceleration time history. Based on the acceleration time history, the structural response analysis is performed to obtain the acceleration response, velocity response and displacement response. The modal identification technology analysis is performed using the time peak value picking method and the random subspace method in the frequency domain to obtain the mutually verified first-order structural period, and the verified modal identification method is obtained; Based on the periodic empirical formula, the first-order periodic empirical formula fitting analysis is performed on the typical super high-rise building array, and the first-order periodic empirical formula of super high-rise buildings is revised; The damping ratio of each building is obtained by using the verified modal identification method. The building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters are taken as influencing factors. Regression analysis is performed on the damping ratio and the influencing factors to analyze the impact of different parameters on damping.

2. The method according to claim 1, characterized in that Based on the typical super high-rise building array, the acceleration records of the strong vibration monitoring array are obtained, and the data is preprocessed to obtain the acceleration time history after preprocessing, which specifically includes: Based on a typical super-high-rise building array, the acceleration record of the strong vibration monitoring array is obtained, wherein the acceleration record specifically includes: seismic excitation data and environmental excitation data; The sampling technology is used to downsample the original acceleration time history to 50sps to obtain the downsampled acceleration time history, and the constant baseline correction technology is used to remove zero drift; The fourth-order Butterworth digital bandpass filtering technology is used to improve the signal-to-noise ratio of the signal, and then the preprocessed acceleration time history is obtained after downsampling, constant baseline correction and digital filtering. Among them, the high-frequency cutoff frequency of the filter in the fourth-order Butterworth digital bandpass filtering technology is 10Hz, and the low-frequency cutoff frequency is determined according to the four principles that the signal-to-noise ratio of the seismic signal is greater than 3, less than 80% of the Nyquist frequency, the flatness or convexity of the high-frequency band of the Fourier spectrum curve, and the flatness or convexity of the high-frequency band of the SNR curve.

3. The method according to claim 1, characterized in that Based on the acceleration time history, the structural response analysis is performed to obtain the acceleration response, velocity response and displacement response, which specifically include: The velocity time history is obtained by integrating the acceleration time history once, and the linear baseline correction technology is used for the possible zero line drift, that is, the trend line obtained by first-order polynomial fitting is used as the correction item; The corrected velocity time history is integrated again to obtain the displacement response, and the linear baseline correction is performed again using the above-mentioned linear baseline correction technology for possible zero line drift; The maximum value of acceleration that does not pass through the height measurement point is calculated to obtain the acceleration magnification factor, and the position magnification factor of the structural response is compared and analyzed with the position factor in the building seismic design code; The amplification effect of the velocity time history of non-structural components is analyzed based on the displacement amplitudes of measuring points at different heights to obtain the deformation characteristics of the structure; The acceleration signal is converted into the acceleration frequency domain curve by Fourier transform. According to the frequency characteristics, the modal decomposition technology is used to obtain the proportion of different order modes.

4. The method according to claim 1, characterized in that The modal identification technology analysis using the time peak picking method and the random subspace method in the frequency domain obtains the mutually verified first-order period of the structure. The verified modal identification method specifically includes: The modal identification techniques of the time peak picking method (PP method) and the random subspace method (SSI method) in the frequency domain are used to analyze and obtain the mutually verified first-order period of the structure, wherein the SSI method identifies the corresponding first-order damping ratio as the damping ratio of the structure; the verified modal identification method is used as the subsequent structural modal identification method; The vibration response identification results of a typical super-high-rise building array are selected and compared with the first-order frequency and damping ratio results analyzed by finite element software, and the changes in the first-order frequency and damping ratio of the structure under environmental excitation and seismic load are analyzed.

5. The method according to claim 1, characterized in that Based on the periodic empirical formula, the first-order periodic empirical formula fitting analysis is carried out on the typical super high-rise building array, and the first-order periodic empirical formula of super high-rise buildings is revised to include: Organize the vibration data of super high-rise buildings and the height, aspect ratio, structural material, lateral load resistance coefficient and vibration amplitude of the building structure, and use massive data processing technology and verified modal identification technology to perform modal identification on the collected data of each building to obtain the first-order natural vibration period of each building; Based on the existing first-order periodic empirical formula, the relevant parameter values ​​are statistically analyzed in the form of the periodic empirical formula, the data points of the periodic empirical formula are supplemented, and the revised first-order periodic empirical formula of buildings is obtained through re-regression analysis. For the revised first-order period empirical formula, relevant literature and measured data points are collected, the applicability and usability of the revised first-order period empirical formula are analyzed, and the revised first-order period empirical formula is verified through the data of the newly built super high-rise building structure array; Compare and analyze the relationship between the damping ratio of super high-rise buildings and the building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters.

6. A structural dynamic characteristics analysis and optimization device based on super high-rise building strong vibration monitoring array data, characterized in that: include: A processing and verification module is used to obtain acceleration records of a strong vibration monitoring array based on a typical super-high-rise building array, perform data preprocessing, obtain a preprocessed acceleration time history, perform structural response analysis based on the acceleration time history, obtain acceleration response, velocity response, and displacement response, perform modal identification technical analysis using a time peak value picking method and a random subspace method in the frequency domain to obtain mutually verified first-order structural periods, and obtain a verified modal identification method; An analysis and revision module, for performing a first-order periodic empirical formula fitting analysis on the typical super high-rise building array based on the periodic empirical formula, and revising the first-order periodic empirical formula of super high-rise buildings; The regression analysis module is used to obtain the damping ratio of each building using the verified modal identification method, taking the building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters as influencing factors, and performing regression analysis on the damping ratio and the influencing factors respectively to analyze the impact of different parameters on damping.

7. The device according to claim 6, characterized in that The processing verification module is specifically used for: Based on a typical super-high-rise building array, the acceleration record of the strong vibration monitoring array is obtained, wherein the acceleration record specifically includes: seismic excitation data and environmental excitation data; The sampling technology is used to downsample the original acceleration time history to 50sps to obtain the downsampled acceleration time history, and the constant baseline correction technology is used to remove zero drift; The 4th-order Butterworth digital bandpass filtering technology is used to improve the signal-to-noise ratio of the signal, and then the preprocessed acceleration time history is obtained after downsampling, constant baseline correction, and digital filtering. Among them, the high-frequency cutoff frequency of the filter in the 4th-order Butterworth digital bandpass filtering technology is 10Hz, and the low-frequency cutoff frequency is determined according to the four principles that the signal-to-noise ratio of the seismic signal is greater than 3, less than 80% of the Nyquist frequency, the flat or convex part of the high-frequency band of the Fourier spectrum curve, and the flat or convex part of the high-frequency band of the SNR curve; The velocity time history is obtained by integrating the acceleration time history once, and the linear baseline correction technology is used for the possible zero line drift, that is, the trend line obtained by first-order polynomial fitting is used as the correction item; The corrected velocity time history is integrated again to obtain the displacement response, and the linear baseline correction is performed again using the above-mentioned linear baseline correction technology for possible zero line drift; The maximum value of acceleration that does not pass through the height measurement point is calculated to obtain the acceleration magnification factor, and the position magnification factor of the structural response is compared and analyzed with the position factor in the building seismic design code; The amplification effect of the velocity time history of non-structural components is analyzed based on the displacement amplitudes of measuring points at different heights to obtain the deformation characteristics of the structure; The acceleration signal is converted into the acceleration frequency domain curve by Fourier transform. According to the frequency characteristics, the modal decomposition technology is used to obtain the proportion of different order modes. The modal identification techniques of the time peak picking method (PP method) and the random subspace method (SSI method) in the frequency domain are used to analyze and obtain the mutually verified first-order period of the structure, wherein the SSI method identifies the corresponding first-order damping ratio as the damping ratio of the structure; the verified modal identification method is used as the subsequent structural modal identification method; The vibration response identification results of a typical super-high-rise building array are selected and compared with the first-order frequency and damping ratio results analyzed by finite element software, and the changes in the first-order frequency and damping ratio of the structure under environmental excitation and seismic load are analyzed.

8. The device according to claim 6, characterized in that The analysis and revision module is specifically used for: Organize the vibration data of super high-rise buildings and the height, aspect ratio, structural material, lateral load resistance coefficient and vibration amplitude of the building structure, and use massive data processing technology and verified modal identification technology to perform modal identification on the collected data of each building to obtain the first-order natural vibration period of each building; Based on the existing first-order periodic empirical formula, the relevant parameter values ​​are statistically analyzed in the form of the periodic empirical formula, the data points of the periodic empirical formula are supplemented, and the revised first-order periodic empirical formula of buildings is obtained through re-regression analysis. For the revised first-order period empirical formula, relevant literature and measured data points are collected, the applicability and usability of the revised first-order period empirical formula are analyzed, and the revised first-order period empirical formula is verified through the data of the newly built super high-rise building structure array; A comparative analysis is conducted on the relationship between the damping ratio of super-high-rise buildings and the building's height, aspect ratio, first-order natural vibration period, structural material, lateral load resistance coefficient and vibration amplitude parameters.

9. An electronic device, characterized in that: include: A memory, a processor, and a computer program stored in the memory and executable on the processor, wherein when the computer program is executed by the processor, the steps of the method for analyzing and optimizing structural dynamic characteristics based on super high-rise building strong vibration monitoring array data as described in any one of claims 1 to 5 are implemented.

10. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores an implementation program for information transmission, and when the program is executed by the processor, the steps of the structural dynamic characteristics analysis and optimization method based on the strong vibration monitoring array data of super high-rise buildings as described in any one of claims 1 to 5 are implemented.

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