Method for verifying rationality of building structure bottom plate parameters
The method addresses the inaccuracy and inefficiency of existing vibration response validation by creating a soil-structure finite element model to simulate and evaluate traffic-induced vibrations, ensuring accurate and efficient compliance with vibration control standards for sensitive structures.
Patent Information
- Application Number
- CN202411794841.4
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-12-06
- Publication Date
- 2025-03-28
AI Technical Summary
Existing methods for validating the vibration response of building structures are inaccurate, computationally intensive, and lack real-time capabilities, particularly in assessing the impact of micro-vibrations on sensitive structures like laboratories and semiconductor factories, where traffic-induced vibrations are difficult to predict and control.
A method involving the creation of a soil-structure finite element model, coupled with traffic load reversal to simulate and evaluate the vibration response of building structures, allowing for the calculation of vibration response functions and assessment of compliance with vibration control standards.
This approach provides a high-accuracy, efficient method for validating building structure parameters, enabling real-time adjustments to ensure compliance with vibration control standards and improving the operational stability of sensitive equipment.
Smart Images
Figure CN119720353A_ABST
Abstract
Description
Technical Field
[0001] The invention relates to the technical field of building structure vibration validity verification, and in particular to a method for verifying the rationality of building structure bottom plate parameters. Background Art
[0002] Micro-vibration can have some adverse effects in actual production activities, especially for some vibration-sensitive building structures, such as laboratories, operating rooms, precision instrument workshops, etc. Micro-vibration may interfere with or damage the normal operation of internal equipment. For example, in a hospital operating room, if the building structure vibrates too much, it may affect the accuracy of the operation; in a semiconductor manufacturing workshop, micro-vibration may affect the precision processes such as lithography and etching in the chip manufacturing process, reducing product quality.
[0003] In the prior art, the micro-vibration of existing building structures can be obtained by using sensor-based measurement methods, optical-based measurement methods, and machine vision-based measurement methods. However, this method can only be implemented after the main body of the building structure is completed, which results in the fact that architectural designers can only judge the rationality of the current design scheme based on experience and theoretical calculations during the design process. Once the building structure design scheme is modified, it still needs to be recalculated. Even a small modification may cause a large number of calculations. This design method not only has a large amount of calculations but also has poor real-time performance. In addition, vehicle driving, train passage, etc. will transmit vibrations through the foundation to form environmental micro-vibrations. If these micro-vibrations are not controlled, they will directly affect the normal operation of precision equipment in the electronic factory. However, the vehicle moving load cannot be directly obtained and can only be obtained by an indirect inversion method. In addition, at the beginning of the design of the electronic factory, the surrounding traffic roads are not yet mature, so only the vibration load of similar sites can be used as the design input. There are also errors between similar scenes and real scenes, which leads to low accuracy of the rationality verification results.
[0004] Therefore, it is necessary to provide a method for verifying the rationality of the vibration response of the base plate of a building structure with high accuracy and strong real-time performance. Summary of the invention
[0005] In view of the above analysis, an embodiment of the present invention aims to provide a method for verifying the rationality of building structure base plate parameters, so as to solve the problems of low accuracy, large amount of calculation and poor real-time performance of existing methods for verifying the rationality of building structure base plate vibration response.
[0006] An embodiment of the present invention provides a method for verifying the rationality of building structure bottom plate parameters, comprising:
[0007] Establish a solid finite element model of the soil at the site to be tested, and establish a finite element model of the plant structure floor based on business needs;
[0008] The soil solid finite element model and the powerhouse structure bottom slab finite element model are coupled to obtain a soil-structure bottom slab finite element model;
[0009] Based on the soil solid finite element model, the traffic load around the site to be tested is obtained by inversion, and the traffic load is input into the soil-structure bottom plate finite element model to calculate the first structure bottom plate vibration response function of the designated measuring point on the structure bottom plate under the action of the traffic load;
[0010] Calculating the vibration response function of the second structural bottom plate of the soil-structural bottom plate finite element model under constant micro-motion;
[0011] Obtaining a total response function of the structural bottom plate based on the first structural bottom plate vibration response function and the second structural bottom plate vibration response function;
[0012] Calculating a vibration response evaluation value corresponding to the total response function of the structural base plate;
[0013] Based on the vibration response evaluation value, it is judged whether the structural plant meets the vibration control standard. If it does, it indicates that the design parameters of the structural base plate of the plant meet the engineering design requirements.
[0014] Based on the further improvement of the above method, the traffic load around the site to be tested includes at least one.
[0015] Based on the further improvement of the above method, the vibration response function of the first structure bottom plate is:
[0016]
[0017] Among them, A i (ω) is the amplitude of the vibration response of the structural base caused by the i-th traffic load, is the phase of the vibration response of the structural base plate caused by the i-th traffic load, ω is the angular frequency, i is the number of traffic loads, t is the time, i=1, 2, 3, ..., N;
[0018] The vibration response function of the second structure bottom plate is:
[0019]
[0020] Where A0(ω) is the amplitude of the vibration response of the structural base under constant micro-motion, is the phase of the vibration response of the structural base plate under constant micro-motion, ω is the angular frequency, and t is the time;
[0021] The obtaining of the total response function of the structural bottom plate based on the first structural bottom plate vibration response function and the second structural bottom plate vibration response function comprises:
[0022]
[0023] Based on a further improvement of the above method, the step of calculating the vibration response evaluation value corresponding to the total response function includes:
[0024] The point with the largest vibration response amplitude in the total response function is taken as the center point, and the data 2s before and after the center point is intercepted as the response interval. The vibration data in the response interval is Fourier transformed to obtain the corresponding frequency domain data, and the frequency domain data is octave processed to obtain the octave center frequency and upper and lower limit frequencies of each sub-band. The octave result of each sub-band is calculated based on the center frequency and upper and lower limit frequencies, and the largest octave result is taken as the vibration response data evaluation value.
[0025] Based on the further improvement of the above method, if the plant structure base plate is a structure base plate with low vibration sensitivity, the octave result of the sub-band is calculated based on the center frequency and the upper and lower limit frequencies of each sub-band, including:
[0026]
[0027] Where j is the number of sub-bands, j = 1, 2, 3, ..., M, ω o is the center frequency of the jth sub-band, ωl j is the lower limit frequency of the jth sub-band, ωu j is the upper limit frequency of the jth sub-band, H j is the frequency domain data corresponding to the j-th sub-band;
[0028] If the plant structure floor is a structure floor with high vibration sensitivity, the octave results of the sub-band are calculated based on the center frequency and the upper and lower limit frequencies of each sub-band, including:
[0029]
[0030] H j (ω)=ωH t (ω),
[0031] Where j is the number of sub-bands, j = 1, 2, 3, ..., M, ω o is the center frequency of the jth sub-band, ωl j is the lower limit frequency of the jth sub-band, ωu j is the upper limit frequency of the jth sub-band, H j is the frequency domain data corresponding to the jth sub-band, H t (ω) is A t (ω) The frequency domain data corresponding to the response interval.
[0032] Based on the further improvement of the above method, the establishment of the finite element model of the plant structure bottom plate based on the business demand includes: constructing the finite element model of the plant structure bottom plate based on the material and size parameters of the structure bottom plate in the business demand;
[0033] The soil solid finite element model of the site to be tested based on business needs includes:
[0034] Obtain vibration data of each test point in the on-site in-situ vibration test at the site to be tested with and without vehicles passing through;
[0035] The first vibration response time domain data under constant micro-motion is calculated based on the vibration data of the test point when no vehicle passes by;
[0036] Based on the vibration data of a vehicle passing through the lower test point, the second vibration response time domain data and the optimal thickness and optimal shear wave velocity of each layer of soil in the test site are calculated;
[0037] performing coherence decomposition on the first vibration response time domain data and the second vibration response time domain data to obtain third vibration response frequency domain data;
[0038] Establishing a soil solid finite element model of the site to be tested based on the optimal thickness and optimal shear wave velocity of each layer of soil, and performing harmonic response analysis to obtain fourth vibration response frequency domain data of the soil solid finite element model;
[0039] If the third vibration response frequency domain data is consistent with the fourth vibration response frequency domain data, calculating the transfer function of the soil solid finite element model;
[0040] Traffic load is obtained by inverting the transfer function and the third vibration response frequency domain data, and the traffic load is input into the soil solid finite element model to obtain simulated vibration data of each test point. If the simulated vibration data is consistent with the third vibration response frequency domain data obtained in the on-site in-situ vibration test, the soil solid finite element model is valid.
[0041] Based on the further improvement of the above method, the acquisition of vibration data of each test point in the field in-situ vibration test of the site to be tested without and with vehicles passing through includes:
[0042] Acquire a road to be tested on one side of the site to be tested, set an array test line in a direction perpendicular to the road to be tested, and sequentially arrange a plurality of test point groups on the test line, each test point group including at least one test point;
[0043] Acquiring vibration data of each test point of the road to be tested when no vehicle passes by;
[0044] Different types of vehicles are selected to carry out working condition measurements on the road to be tested at different speeds and driving modes, so as to obtain vibration data of each test point on the road to be tested under different working conditions when vehicles pass by.
[0045] Based on the further improvement of the above method, the test point group includes: a time test point group, the vibration data of the test points in the time test point group are used to mark the specific time when the vehicle passes the test line; a vehicle identification reference point group, the vibration data of the test points in the vehicle identification reference point group are used to record and identify the working condition type; a model correction reference point group, the vibration data of the test points in the model correction reference point group are used to correct the soil entity finite element model; a vehicle identification control point group, the vibration data of the test points in the vehicle identification control point group are used to measure the accuracy of the traffic load output by the soil entity finite element model; a land dynamics parameter inversion point group, the vibration data of the test points in the land dynamics parameter inversion point group are used to calculate the optimal thickness and optimal shear wave velocity of the site to be tested.
[0046] Based on the further improvement of the above method, the second vibration response time domain data is calculated based on the vibration data of a vehicle passing through the lower test point, including:
[0047] Acquire vibration data of each test point in the model correction reference point group and the vehicle identification control point group when a vehicle passes by, and intercept the vibration data to obtain second vibration response time domain data x of each test point corresponding to different working conditions wct_l，i (t), x wct_l，k (t), wherein wct_l is the operating condition type, i is a test point in the model calibration reference point group, k is a test point in the vehicle identification control point group, wct_l=1, 2, 3, ..., O, i=1, 2, 3, ..., N, k=1, 2, 3, ..., U.
[0048] Based on a further improvement of the above method, performing coherence decomposition on the first vibration response time domain data and the second vibration response time domain data to obtain third vibration response frequency domain data includes:
[0049] Perform Fourier transform on the first vibration response time domain data of each test point in the model correction reference point group and the vehicle identification control point group to obtain the corresponding first amplitude and phase function:
[0050]
[0051] Perform Fourier transform on the second vibration response time domain function of each test point in the model correction reference point group and the vehicle identification control point group to obtain the corresponding second amplitude and phase function:
[0052]
[0053]
[0054] Among them, X wct_l，i (ω) is the second amplitude and phase function of the i-th test point in the model correction reference point group under the wct_l-th working condition, X wct_l，k (ω) is the second amplitude and phase function number of the kth test point in the vehicle identification control point group under the wct_lth working condition, M is the number of FFT points, j is the imaginary unit, and ω is the frequency;
[0055] The third vibration response frequency data C of the i-th test point in the model correction reference point group under the wct_1-th working condition causing soil vibration response is calculated based on the first amplitude and phase function and the second amplitude and phase function of each test point in the model correction reference point group. wct_l，i (ω);
[0056] The third vibration response frequency data C of the kth test point in the vehicle identification reference point group under the wct_1th working condition causing soil vibration response is calculated based on the first amplitude and phase function and the second amplitude and phase function of each test point in the vehicle identification reference point group. wct_l，k (ω);
[0057] or,
[0058] The first vibration response time domain function and the second vibration response time domain function of each test point in the model correction reference point group are subjected to autospectral analysis to obtain the corresponding autopower spectrum and the cross-power spectrum of the two, and the third vibration response frequency data C of the i-th test point in the model correction reference point group under the wct_l-th working condition causing soil vibration response is obtained based on the autopower spectrum and the cross-power spectrum. wct_l，i (ω);
[0059] The first vibration response time domain function and the second vibration response time domain function of each test point in the vehicle identification reference point group are subjected to autospectral analysis to obtain the corresponding autopower spectrum and the cross-power spectrum of the two, and the third vibration response frequency data C of the kth test point in the vehicle identification reference point group under the wct_1th working condition causing soil vibration response is obtained based on the autopower spectrum and the cross-power spectrum. wct_l，k (ω).
[0060] Compared with the prior art, the present invention can achieve at least one of the following beneficial effects:
[0061] 1. The present invention provides a method for verifying the rationality of parameters of a building structure base plate. Based on an established soil-structure base plate finite element model, a vibration response evaluation value corresponding to parameters such as the material and size of the structure base plate is obtained. If the vibration response evaluation value meets the requirements, it indicates that the design parameters of the plant structure base plate meet the engineering design requirements. If not, the material, size and other parameters of the structure base plate can be modified to meet the requirements. The verification method proposed by the present invention is simple to operate, has high calculation efficiency and high accuracy.
[0062] 2. The present invention provides a method for verifying the rationality of the parameters of the base plate of a building structure. When identifying traffic loads, it is only necessary to obtain the vibration data and position of the current measuring point and input it into the established soil solid finite element model to obtain the traffic load that conforms to the real scene. The method of obtaining highway traffic loads is simpler and more versatile, and can be applied to various complex scenes.
[0063] In the present invention, the above-mentioned technical solutions can also be combined with each other to achieve more preferred combination solutions. Other features and advantages of the present invention will be described in the subsequent description, and some advantages can become obvious from the description, or can be understood by practicing the present invention. The purpose and other advantages of the present invention can be realized and obtained through the contents particularly pointed out in the description and the drawings. BRIEF DESCRIPTION OF THE DRAWINGS
[0064] The accompanying drawings are only used for the purpose of illustrating specific embodiments and are not to be considered as limiting the present invention. In the entire drawings, the same reference symbols represent the same components;
[0065] Figure 1 This is an example diagram of a method for verifying the rationality of parameters of a base plate of a building structure in an embodiment of the present invention;
[0066] Figure 2 1 is a diagram showing an example of the distribution of test point groups on an array test line in an embodiment of the present invention. DETAILED DESCRIPTION
[0067] The preferred embodiments of the present invention are described in detail below in conjunction with the accompanying drawings, wherein the accompanying drawings constitute a part of this application and are used together with the embodiments of the present invention to illustrate the principles of the present invention, but are not used to limit the scope of the present invention.
[0068] A specific embodiment of the present invention discloses a method for verifying the rationality of building structure floor parameters, such as Figure 1 As shown, including:
[0069] S1: Establish a solid finite element model of the soil at the site to be tested, and establish a finite element model of the plant structure floor based on business needs.
[0070] Establish a solid finite element model of the soil at the site to be tested, including:
[0071] S11: Obtain vibration data of each test point in the field in-situ vibration test with and without vehicles passing through, including:
[0072] S111: Acquire a road to be tested on one side of the site to be tested, set an array test line in a direction perpendicular to the road to be tested, and sequentially arrange multiple test point groups on the test line, each test point group including at least one test point, such as Figure 2 shown.
[0073] Among them, the test point group includes: a time test point group, the vibration data of the test points in the time test point group are used to mark the specific time when the vehicle passes the test line, and the time when the vibration maximum value of the current vibration data is located is used as the time when the vehicle passes, and it is checked with the test record to determine the final time when the vehicle passes; a vehicle identification reference point group, the vibration data of the test points in the vehicle identification reference point group are used to record and identify the working condition type; a model correction reference point group, the vibration data of the test points in the model correction reference point group are used to correct the soil entity finite element model; a vehicle identification control point group, the vibration data of the test points in the vehicle identification control point group are used to measure the accuracy of the traffic load output by the soil entity finite element model; a land dynamics parameter inversion point group, the vibration data of the test points in the land dynamics parameter inversion point group are used to calculate the optimal thickness and optimal shear wave velocity of the site to be tested.
[0074] The present invention does not specifically limit the number of test points in each test point group. For example, the time test point group includes 1 test point, the vehicle identification reference point group includes 1 test point, the model correction reference point group includes 3 test points, the vehicle identification control point group includes 4 test points, and the land dynamics parameter inversion point group includes 3 test points.
[0075] Exemplarily, the highway to be tested is located on one side of the site, and an array test line is arranged perpendicular to the direction of the road. 8-12 test points are arranged first, of which the first test point is 30m away from the center line of the road, and the remaining test points are 20-40m apart. The vibration collection system of the test points adopts a distributed test system, and all test points use GPS for common timing.
[0076] The present invention adopts a distributed test acquisition system to collect and process the vibration data of the test points in each test point group. The distributed test acquisition system includes: a 24-bit acquisition instrument for collecting and storing the vibration data of the test points; data acquisition software for controlling the 24-bit acquisition instrument and setting the acquisition parameters, sampling mode, etc. of the acquisition instrument; a high-precision vibration pickup for converting the vibration signal of the ground into a digital signal, which is transmitted to the 24-bit acquisition instrument via a transmission cable; a central processing unit (host computer, such as a computer), including data analysis software, for receiving the vibration data collected and stored by the 24-bit acquisition instrument, and capable of real-time processing of the vibration data in time domain, frequency domain, calculus, filtering, etc.
[0077] The present invention does not limit the types of components in the distributed test acquisition system, and any hardware or software that can implement the corresponding functions may be used.
[0078] S112: Obtain vibration data of each test point on the road to be tested when no vehicle passes through.
[0079] S113: Select different types of vehicles and perform actual working condition measurements on the road to be tested at different speeds and driving modes, so as to obtain vibration data of each test point on the road to be tested under different working conditions when vehicles pass by.
[0080] In the on-site in-situ vibration test, vehicles pass through the test line at different speeds and driving modes. The vehicles can be types of vehicles that travel on the road, such as buses, coaches, muck trucks, semi-trailers, cars, etc. The speed range covers 0-100km / h, and the driving modes include constant speed driving, braking, passing roadblocks, etc. The vehicles can travel in the form of single vehicles or multiple vehicles, and each working condition is tested 3-5 times. After the on-site in-situ vibration test, the vibration data of each test point under each working condition can be obtained.
[0081] S12: Calculating first vibration response time domain data under constant micro-motion based on the vibration data of the test point when no vehicle passes by, including:
[0082] Acquire vibration data of each test point in the model correction reference point group and the vehicle identification control point group when no vehicle passes, and intercept the vibration data to obtain first vibration response time domain data a of each test point in the model correction reference point group i (t) and the first vibration response time domain data a of each test point of the vehicle identification control point group k (t), wherein i is a test point in the model calibration reference point group, k is a test point in the vehicle identification control point group, i=1, 2, 3, ..., N, k=1, 2, 3, ..., U.
[0083] It can be understood that, under the working condition where no vehicle passes, the vibration data of each test point in the model correction reference point group and the vehicle identification control point group are all determined, which is only related to the time factor.
[0084] S13: Based on the vibration data of a vehicle passing through the lower test point, the second vibration response time domain data and the optimal thickness and optimal shear wave velocity of each layer of soil at the site to be tested are calculated.
[0085] The step of calculating the second vibration response time domain data based on the vibration data of a vehicle passing through the lower test point includes:
[0086] Acquire vibration data of each test point in the model correction reference point group and the vehicle identification control point group when a vehicle passes by, and intercept the vibration data to obtain second vibration response time domain data x corresponding to the test points under different working conditions wct_l，i (t), x wct_l，k (t), wherein wct_l is the operating condition type, i is a test point in the model calibration reference point group, k is a test point in the vehicle identification control point group, wct_l=1, 2, 3, ..., O, i=1, 2, 3, ..., N, k=1, 2, 3, ..., U.
[0087] The vibration data of the test point in the time test point group records the specific time when the vehicle passes the test line under the working condition. The present invention uses the specific time as the initial time (i.e., the point at time 0), and can intercept the vibration data of 0 to 8 seconds, or intercept the vibration data of 2 to 4 seconds before and after the initial time, thereby forming the vibration data of 4 to 8 seconds. The present invention does not limit the interception interval of the vibration data, as long as the intercepted data can reflect the vibration state of the working condition.
[0088] The method of calculating the optimum thickness and the optimum shear wave velocity of each layer of soil at the site to be tested based on the vibration data of a vehicle passing through the lower test point includes:
[0089] A1: Obtain vibration data of each test point in the land dynamic parameter inversion point group corresponding to any working condition type when a vehicle passes by, and intercept the vibration data to obtain the fifth vibration response time domain data x of each test point corresponding to the working condition wct_target，p (t), wherein wct_target is the selected working condition type, p is the test point among the land dynamic parameter inversion points, and p=1, 2, 3, ..., E.
[0090] When obtaining the optimal thickness and optimal shear wave velocity of each layer of soil, the vibration data under any working condition can be selected, because the thickness parameters and shear wave velocity parameters of the site to be tested will not be affected by the working conditions, but are determined by the site itself.
[0091] For the interception operation, the vibration data of 0 to 8 seconds can be intercepted, or the vibration data of 2 to 4 seconds before and after the initial moment can be intercepted to form 4 to 8 seconds of vibration data. The present invention does not limit the interception area of the vibration data.
[0092] A2: Perform pairwise cross-correlation analysis or cross-spectrum analysis on the fifth vibration response time domain data of each test point to obtain the corresponding phase difference between each test point at each frequency.
[0093] After obtaining the fifth vibration response time domain data of each test point, the present invention calculates the phase difference based on the correlation relationship of each fifth vibration response time domain data. The correlation relationship is obtained by cross-correlation analysis or cross-spectrum analysis, wherein cross-correlation analysis is a statistical method for studying the correlation between two variables, also known as "multivariate linear regression analysis" or "covariance analysis", which can be used to determine the linear relationship between two variables. Through cross-correlation analysis, it is possible to determine how the two variables are related to each other and quantify the degree of such correlation. As a powerful tool, cross-spectrum analysis can effectively describe and quantify the statistical correlation between two signals in the frequency domain. And the implementation method of cross-correlation analysis or cross-spectrum analysis is common knowledge in the art, and the present invention is not limited here.
[0094] For example, the land dynamics parameter inversion point group includes 3 test points. After cross-correlation analysis or cross-spectrum analysis, the phase difference between the three points at each frequency ω is obtained.
[0095] A3: The phase velocity of the Rayleigh wave is calculated based on each phase difference, and the average of each phase velocity is the phase velocity Vc of the test site.
[0096] The phase velocity of Rayleigh waves is a function of the vibration frequency f, namely:
[0097]
[0098] Where Δx is the distance between two test points, is the phase difference between the two test points at the same time, and f is the vibration frequency.
[0099] For example, for the test point The phase velocity Vc of the site to be measured is:
[0100]
[0101] Where Δx 1-2 For test point and test points The spacing, Δx 2-3 For test point and test points The spacing, Δx 1-3 For test point and test points spacing.
[0102] A4: Obtain the on-site geological survey report, and use a genetic algorithm to invert the soil thickness and shear wave velocity of each layer of soil based on the inversion range of the soil thickness and shear wave velocity recorded in the on-site geological survey report. The fitness function of the genetic algorithm is:
[0103] fitness=||Vm-Vc||2,
[0104] Among them, Vm is the phase velocity calculated based on the soil thickness and shear wave velocity of each layer of soil.
[0105] Specifically, Vm is based on the thickness h of each layer of soil and the shear wave velocity Vs, considering the displacement continuity conditions and stress continuity conditions between adjacent layers to form an overall stiffness matrix. By solving the eigenvalue of the matrix equation, we can get the theoretical dispersion curve, and then get the relationship between the Rayleigh wave phase velocity and frequency of the soil, so as to get the inverted phase velocity of each layer of soil.
[0106] The present invention uses genetic algorithm to invert soil thickness and shear wave velocity parameters, and takes the thickness and shear wave velocity of each layer of soil as inversion parameters. The range of each parameter is based on the range given in the on-site geological survey report and shall not exceed the specified range. For example, the current number of soil layers is 4, and the thickness of each layer hi (i = 1, 2, 3, 4) and the shear wave velocity Vs i (i=1, 2, 3, 4), a total of 8 variables. For the first layer of soil, the thickness range is 1-3m, the shear wave velocity range is 150-196m / s, for the second layer of soil, the thickness range is 10-15m, the shear wave velocity range is 290-400m / s, for the third layer of soil, the thickness range is 4-10m, the shear wave velocity range is 400-600m / s, for the fourth layer of soil, the thickness range is 10-80m, and the shear wave velocity range is 800-1000m / s.
[0107] The present invention does not specifically limit the implementation details of the genetic algorithm.
[0108] A5: When the fitness function value is the minimum, the corresponding soil thickness and shear wave velocity are the optimal soil thickness and optimal shear wave velocity.
[0109] S14: performing coherence decomposition on the first vibration response time domain data and the second vibration response time domain data to obtain third vibration response frequency domain data, including:
[0110] Perform Fourier transform on the first vibration response time domain data of each test point in the model correction reference point group and the vehicle identification control point group to obtain the corresponding first amplitude and phase function:
[0111]
[0112]
[0113] Perform Fourier transform on the second vibration response time domain function of each test point in the model correction reference point group and the vehicle identification control point group to obtain the corresponding second amplitude and phase function:
[0114]
[0115] Among them, X wct_l，i (ω) is the second amplitude and phase function of the i-th test point in the model correction reference point group under the wct_l-th working condition, X wct_l，k (ω) is the second amplitude and phase function of the kth test point in the vehicle identification control point group under the wct_lth working condition, M is the number of FFT points, j is the imaginary unit, and ω is the frequency;
[0116] The third vibration response frequency data C of the i-th test point in the model correction reference point group under the wct_1-th working condition causing soil vibration response is calculated based on the first amplitude and phase function and the second amplitude and phase function of each test point in the model correction reference point group. wct_l，i (ω), specifically, X wct_l，i (ω) and A i (ω) is subtracted to obtain the frequency domain data C of soil vibration response caused by the vehicle wct_l，i (ω);
[0117] The third vibration response frequency data C of the kth test point in the vehicle identification reference point group under the wct_1th working condition causing soil vibration response is calculated based on the first amplitude and phase function and the second amplitude and phase function of each test point in the vehicle identification reference point group. wct_l，k (ω), specifically, X wct_l，k (ω) and A k (ω) is subtracted to obtain the frequency domain data C of soil vibration response caused by the vehicle wct_l，k (ω).
[0118] Alternatively, the first vibration response time domain function and the second vibration response time domain function of each test point in the model correction reference point group are subjected to autospectral analysis to obtain the corresponding autopower spectrum and the cross-power spectrum of the two, and the third vibration response frequency data C of the i-th test point in the model correction reference point group under the wct_l-th working condition causing the soil vibration response is obtained based on the autopower spectrum and the cross-power spectrum. wct_l，i (ω).
[0119] The third vibration response frequency data C of the i-th test point in the model correction reference point group under the wct_1-th working condition causing the soil vibration response is obtained based on the autopower spectrum and the cross-power spectrum. wct_l，i (ω), including:
[0120]
[0121] in,
[0122] P wct_l，ici (ω)=P wct_l，ixi (ω)+P wct_l，iai (ω)-2*Re(P wct_l，ixi (ω)), P wct_l，ixi (ω) is the auto-power spectrum of the time domain function of the second vibration response under the wct_lth working condition, P wct_l，iai (ω) is the auto-power spectrum of the first vibration response time domain function under the wct_lth working condition, Re(P wct_l，ixi (ω)) is the cross power spectrum, and Δf is the frequency resolution.
[0123] The first vibration response time domain function and the second vibration response time domain function of each test point in the vehicle identification reference point group are subjected to autospectral analysis to obtain the corresponding autopower spectrum and the cross-power spectrum of the two, and the third vibration response frequency data C of the kth test point in the vehicle identification reference point group under the wct_1th working condition causing soil vibration response is obtained based on the autopower spectrum and the cross-power spectrum. wct_l，k (ω).
[0124] C wct_l，k The calculation method of (ω) and C wct_l，i The calculation method of (ω) is the same.
[0125] S15: establishing a soil solid finite element model of the site to be tested based on the optimal thickness and optimal shear wave velocity of each layer of soil, and performing harmonic response analysis to obtain fourth vibration response frequency domain data of the soil solid finite element model.
[0126] The input parameters of the harmonic response analysis include the unit force (i.e. 1N), the frequency of the harmonic response analysis, which should be consistent with the site vibration response C wct_l，iThe frequency of (ω) is consistent, the frequency range is generally 0-100Hz, and the frequency interval is 0-1Hz.
[0127] The fourth vibration response frequency domain data is the vibration data of each test point in the model correction reference point group.
[0128] S16: If the third vibration response frequency domain data is consistent with the fourth vibration response frequency domain data, then calculating the transfer function of the soil solid finite element model.
[0129] It can be understood that for any working condition, there is a transfer function corresponding to the working condition. Specifically, for the current working condition, the transfer function refers to the functional relationship between the road vibration source in the working condition and the vibration response of each test point caused by the road vibration source, and the road vibration source refers to each vehicle in the working condition. Each test point has a transfer function corresponding to the road vibration source.
[0130] If they are inconsistent, the damping ratio of each layer of soil is modified, and then the soil solid finite element model is re-established, and the process returns to step S15 to recalculate the fourth vibration response frequency domain data.
[0131] This step is to compare the third vibration response frequency data of each test point in the model calibration reference point group with the fourth vibration response frequency domain data. Consistency means that the difference between the third vibration response frequency domain data and the fourth vibration response frequency domain data is within the allowable error range. Exemplarily, the allowable error range is 0.05, which is not limited in the present invention and can be determined according to business needs.
[0132] When modifying the damping ratio, it is necessary to ensure that the damping ratio of each layer of soil is not greater than 0.3, and the damping ratio of the soil layer with a large shear wave velocity is greater than the damping ratio of the soil layer with a small shear wave velocity.
[0133] S17: Obtain traffic load based on the transfer function and the third vibration response frequency domain data by inversion, input the traffic load into the soil solid finite element model to obtain simulated vibration data of each test point, if the simulated vibration data is consistent with the third vibration response frequency domain data obtained in the on-site in-situ vibration test, then the established soil solid finite element model is valid.
[0134] The inversion based on the transfer function and the third vibration response frequency domain data obtains the traffic load, and the traffic load is input into the soil solid finite element model to obtain the test vibration data of each test point, including:
[0135] For each operating condition identified by the vehicle identification reference point group, perform the following operations:
[0136] Based on the transfer function of the kth test point under the wct_1th working condition in the vehicle recognition control point group and the third vibration response frequency data C corresponding to the kth test point under the wct_1th working condition wct_l，k (ω) The traffic load under the wct_l condition is obtained by inversion, namely:
[0137] F wct_l (ω)=C wct_l，k (ω) / H wct_l，k (ω),
[0138] Among them, H wct_l，k (ω) is the transfer function of the kth test point under the wct_lth working condition;
[0139] The traffic load is input into the soil solid finite element model to obtain the test vibration data Csimu of each test point in the vehicle identification control point group. wct_l，k .
[0140] If the test vibration data is consistent with the vibration data, it means that the Csimu wct_l，k With C wct_l，k (ω) is consistent, where C wct_l，k (ω) is the third vibration response frequency data corresponding to each test point in the vehicle identification reference point group under the current working condition.
[0141] The consistency in this step means that the difference between the test vibration data and the vibration data is within the allowable error range. Exemplarily, the allowable error range is 0.02, which is not limited in the present invention and can be determined according to business needs.
[0142] If they are inconsistent, adjust the spacing between the test points in the land dynamic parameter inversion point group on the test line or adjust the distance between the land dynamic parameter inversion point group and the road to be tested, re-collect the vibration response data, calculate the damping ratio based on the new vibration response data, and then re-establish the soil solid finite element model, and return to step S15 to recalculate the fourth vibration response frequency domain data.
[0143] Establish a finite element model of the plant structure base based on business needs, including:
[0144] The finite element model of the plant structure floor is constructed based on the material and size parameters of the structure floor in the business requirements. The plane size of the structure floor is determined according to the actual plant plane design, and the thickness is generally 0.5-2.0m.
[0145] The research point of the present invention is to verify the effectiveness of the vibration response of the structural base plate, so there is no specific limitation on other structures in the building structure, such as floor slabs, beams, columns and other structures. When constructing the finite element model of the factory building structure, for example, the size and material of the beams, slabs and columns can be set according to business needs.
[0146] S2: Coupling the soil solid finite element model and the plant structure bottom finite element model to obtain a soil-structure bottom finite element model.
[0147] After constructing the soil solid finite element model, the position and embedded depth of the plant structure bottom finite element model in the soil solid finite element model are determined based on business needs. The model in the corresponding area of the soil solid finite element model is deleted based on the position and embedded depth, and then the plant structure bottom finite element model is placed in the corresponding area of the soil solid finite element model to obtain the soil-structure bottom finite element model.
[0148] The parameters of the structural bottom plate are selected from the parameters of reinforced concrete. In addition, in order to avoid soil wave reflection caused by model truncation, viscoelastic boundaries or infinite boundaries can be applied to the boundaries of the finite element model. Other process parameters in the coupling process can be set according to business needs.
[0149] S3: Based on the soil solid finite element model, the traffic load around the site to be tested is obtained by inversion, and the traffic load is input into the soil-structure base plate finite element model to calculate the first structural base plate vibration response function of the designated measuring point on the structural base plate under the action of the traffic load.
[0150] The traffic load around the site to be tested is obtained based on the inversion of the soil entity finite element model, including: obtaining the shortest connection line between the designated measuring point and the road to be tested on one side of the site to be tested, obtaining the vibration data of any point on the shortest connection line based on on-site measurement, and recording the position of the point; inputting the vibration data and position into the soil entity finite element model to obtain the traffic load corresponding to the vibration data. The above method is also used to obtain the traffic load for the roads on other sides.
[0151] Exemplarily, the traffic load around the site to be tested includes at least one.
[0152] For example, in order to reduce the influence of the road to be tested on other sides, a test point that is located on one side of the road to be tested and is less than one tenth of the shortest connection length is usually selected.
[0153] In order to facilitate calculation, the present invention calculates the effect of each traffic load on the structural bottom plate separately based on the soil-structure bottom plate finite element model. Specifically, after obtaining the traffic load of each road to be tested, it is input into the soil-structure bottom plate finite element model, and the first structural bottom plate vibration response function corresponding to each traffic load can be obtained. Specifically,
[0154]
[0155] Among them, A i (ω) is the amplitude of the vibration response of the structural base caused by the i-th traffic load, is the phase of the vibration response of the structural base caused by the i-th traffic load, ω is the angular frequency, i is the number of traffic loads, t is the time, i=1, 2, 3, ..., N.
[0156] S4: Calculate the vibration response function of the second structural bottom plate of the soil-structural bottom plate finite element model under constant micro-motion.
[0157] When establishing a soil solid finite element model, the vibration data of each test point in the model correction reference point group and the vehicle identification control point group when no vehicle passes through is obtained, and the vibration data is intercepted to obtain the first vibration response time domain data of each test point in the model correction reference point group and the first vibration response time domain data of each test point in the vehicle identification control point group. The data of any one test point in the model correction reference point group and the vehicle identification control point group can be selected as the vibration response function of the second structure bottom plate. Specifically, the vibration response function of the second structure bottom plate is:
[0158]
[0159] Where A0(ω) is the amplitude of the vibration response of the structural base under constant micro-motion, is the phase of the vibration response of the structural base under constant micro-motion, ω is the angular frequency, and t is the time.
[0160] S5: Obtaining a total structural base plate response function based on the first structural base plate vibration response function and the second structural base plate vibration response function.
[0161] After obtaining the effect of each traffic load on the structural bottom plate, the first structural bottom plate vibration response function corresponding to each traffic load is superimposed with the second structural bottom plate vibration response function to obtain the total structural bottom plate response function, that is,
[0162]
[0163] It can be seen that when verifying the rationality of the vibration response of the building structure base plate, the present invention takes into account the effects of the various roads to be tested around the current test site on the current structure base plate. Compared with the method of using the vibration load of a similar site as the vibration source in the prior art, the verification method proposed by the present invention not only quantifies the influence of each vibration source, but also takes into account the composite effect of multiple vibration sources, making it closer to the real environment, the verification result is more accurate, and the final evaluation is more instructive.
[0164] S6: Calculating the vibration response evaluation value corresponding to the total response function of the structure bottom plate, including:
[0165] The point with the largest vibration response amplitude in the total response function is taken as the center point, and the data 2s before and after the center point is intercepted as the response interval. The vibration data in the response interval is Fourier transformed to obtain the corresponding frequency domain data, and the frequency domain data is octave processed to obtain the octave center frequency and upper and lower limit frequencies of each sub-band. The octave result of each sub-band is calculated based on the center frequency and upper and lower limit frequencies, and the largest octave result is taken as the vibration response data evaluation value.
[0166] The step of calculating the octave result of each sub-frequency band based on the center frequency and the upper and lower limit frequencies of the sub-frequency band includes:
[0167] Since each building structure has different sensitivity to vibration, the present invention proposes two calculation methods. For the vibration-sensitive structural base, such as an electronics factory,
[0168]
[0169] Where j is the number of sub-bands, j = 1, 2, 3, ..., M, ω o is the center frequency of the jth sub-band, ωl j is the lower limit frequency of the jth sub-band, ωu j is the upper limit frequency of the jth sub-band, H j is the frequency domain data corresponding to the j-th sub-band.
[0170] For a structural base plate with high vibration sensitivity, such as a building structure in a synchrotron radiation light source project, the octave results of each sub-band are calculated based on the center frequency and the upper and lower limit frequencies of the sub-band, including:
[0171]
[0172] H j (ω)=ωH t (ω),
[0173] Where j is the number of sub-bands, j = 1, 2, 3, ..., M, ω o is the center frequency of the jth sub-band, ωl j is the lower limit frequency of the jth sub-band, ωu j is the upper limit frequency of the jth sub-band, H j is the frequency domain data corresponding to the jth sub-band, H t (ω) is A t(ω) The frequency domain data corresponding to the response interval.
[0174] For example, the present invention studies the effectiveness of the micro-vibration effect of the structural base plate, and therefore only studies the frequency data between 1 and 100 Hz. A 1 / 3 octave or a 1 octave can be used.
[0175] Preferably, the frequency domain data is processed using 1 / 3 octave. For example, when the center frequency point is 1.25 Hz, the frequency band range is 1.12 to 1.41, when the center frequency point is 1.6 Hz, the frequency band range is 1.41 to 1.78, and when the center frequency point is 100 Hz, the frequency band range is 89.1 to 112.
[0176] S7: judging whether the structural plant meets the vibration control standard based on the vibration response evaluation value; if so, it indicates that the design parameters of the structural base plate of the plant meet the engineering design requirements.
[0177] Determine whether the vibration response evaluation value of the current structural bottom plate meets the vibration control standard. If it does, it means that the design parameters of the plant structural bottom plate meet the engineering design requirements. If it does not, adjust the structure, size and other parameters of the current structural bottom plate, for example, continue to increase the thickness of the structural bottom plate, adjust the plane size of the structural bottom plate, or add foundation treatment measures to make it meet the vibration control standard.
[0178] The vibration control standard may be determined according to business requirements, or may be set according to the relevant provisions of the Technical Specification for Micro-Vibration Prevention Engineering in Electronic Industry GB 51076-2015, which is not limited in the present invention.
[0179] Compared with the prior art, the present embodiment provides a method for verifying the rationality of the parameters of a building structure base plate. Based on an established soil-structure base plate finite element model, a vibration response evaluation value corresponding to the material, size and other parameters of the structure base plate is obtained. If the vibration response evaluation value meets the requirements, it indicates that the design parameters of the plant structure base plate meet the engineering design requirements. If not, the material, size and other parameters of the structure base plate can be modified to meet the requirements. The verification method proposed in the present invention is simple to operate, has high calculation efficiency and high accuracy. When identifying traffic loads, it is only necessary to obtain the vibration data and position of the current measuring point and input it into the established soil solid finite element model to obtain the traffic load that meets the real scene. The method for obtaining highway traffic loads is simpler and more versatile, and can be applied to various complex scenes.
[0180] Those skilled in the art will appreciate that all or part of the processes of the above-mentioned embodiments can be implemented by instructing related hardware through a computer program, and the program can be stored in a computer-readable storage medium, wherein the computer-readable storage medium is a disk, an optical disk, a read-only storage memory, or a random access memory, etc.
[0181] The above description is only a preferred specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by any technician familiar with the technical field within the technical scope disclosed by the present invention should be covered within the protection scope of the present invention.
Claims
1. A method for verifying the rationality of building structure floor parameters, characterized in that: include: Establish a solid finite element model of the soil at the site to be tested, and establish a finite element model of the plant structure floor based on business needs; The soil solid finite element model and the powerhouse structure bottom slab finite element model are coupled to obtain a soil-structure bottom slab finite element model; Based on the soil solid finite element model, the traffic load around the site to be tested is obtained by inversion, and the traffic load is input into the soil-structure bottom plate finite element model to calculate the first structure bottom plate vibration response function of the designated measuring point on the structure bottom plate under the action of the traffic load; Calculating the vibration response function of the second structural bottom plate of the soil-structural bottom plate finite element model under constant micro-motion; Obtaining a total response function of the structural bottom plate based on the first structural bottom plate vibration response function and the second structural bottom plate vibration response function; Calculating a vibration response evaluation value corresponding to the total response function of the structural base plate; Based on the vibration response evaluation value, it is judged whether the structural plant meets the vibration control standard. If it does, it indicates that the design parameters of the structural base plate of the plant meet the engineering design requirements.
2. A method for verifying the rationality of building structure bottom plate parameters according to claim 1, characterized in that: include: The traffic load around the site to be tested includes at least one.
3. A method for verifying the rationality of building structure bottom plate parameters according to claim 2, characterized in that: include: The vibration response function of the first structure bottom plate is: Among them, A i (ω) is the amplitude of the vibration response of the structural base caused by the i-th traffic load, is the phase of the vibration response of the structural base plate caused by the i-th traffic load, ω is the angular frequency, t is the time, i is the number of traffic loads, i = 1, 2, 3, ..., N; The vibration response function of the second structure bottom plate is: Where A0(ω) is the amplitude of the vibration response of the structural base under constant micro-motion, is the phase of the vibration response of the structural base plate under constant micro-motion, ω is the angular frequency, and t is the time; The obtaining of the total response function of the structural bottom plate based on the first structural bottom plate vibration response function and the second structural bottom plate vibration response function comprises:
4. A method for verifying the rationality of building structure bottom plate parameters according to claim 3, characterized in that: The calculating the vibration response evaluation value corresponding to the total response function includes: The point with the largest vibration response amplitude in the total response function is taken as the center point, and the data 2s before and after the center point is intercepted as the response interval. The vibration data in the response interval is Fourier transformed to obtain the corresponding frequency domain data, and the frequency domain data is octave processed to obtain the octave center frequency and upper and lower limit frequencies of each sub-band. The octave result of each sub-band is calculated based on the center frequency and upper and lower limit frequencies, and the largest octave result is taken as the vibration response data evaluation value.
5. A method for verifying the rationality of building structure bottom plate parameters according to claim 4, characterized in that: If the plant structure bottom plate is a structure bottom plate with low vibration sensitivity, the octave results of the sub-band are calculated based on the center frequency and the upper and lower limit frequencies of each sub-band, including: Where j is the number of sub-bands, j = 1, 2, 3, ..., M, ω o is the center frequency of the jth sub-band, ωl j is the lower limit frequency of the jth sub-band, ωu j is the upper limit frequency of the jth sub-band, H j is the frequency domain data corresponding to the j-th sub-band; If the plant structure floor is a structure floor with high vibration sensitivity, the octave results of the sub-band are calculated based on the center frequency and the upper and lower limit frequencies of each sub-band, including: H j (ω)=ωH t (oh), Where j is the number of sub-bands, j = 1, 2, 3, ..., M, ω o is the center frequency of the jth sub-band, ωl j is the lower limit frequency of the jth sub-band, ωu j is the upper limit frequency of the jth sub-band, H j is the frequency domain data corresponding to the jth sub-band, H t (ω) is A t (ω) The frequency domain data corresponding to the response interval.
6. A method for verifying the rationality of building structure bottom plate parameters according to claim 5, characterized in that: The establishing of the finite element model of the plant structure bottom plate based on the business requirements includes: constructing the finite element model of the plant structure bottom plate based on the material and size parameters of the structure bottom plate in the business requirements; The soil solid finite element model of the site to be tested based on business needs includes: Obtain vibration data of each test point in the on-site in-situ vibration test at the site to be tested with and without vehicles passing through; The first vibration response time domain data under constant micro-motion is calculated based on the vibration data of the test point when no vehicle passes by; Based on the vibration data of a vehicle passing through the lower test point, the second vibration response time domain data and the optimal thickness and optimal shear wave velocity of each layer of soil in the test site are calculated; performing coherence decomposition on the first vibration response time domain data and the second vibration response time domain data to obtain third vibration response frequency domain data; Establishing a soil solid finite element model of the site to be tested based on the optimal thickness and optimal shear wave velocity of each layer of soil, and performing harmonic response analysis to obtain fourth vibration response frequency domain data of the soil solid finite element model; If the third vibration response frequency domain data is consistent with the fourth vibration response frequency domain data, calculating the transfer function of the soil solid finite element model; Traffic load is obtained by inverting the transfer function and the third vibration response frequency domain data, and the traffic load is input into the soil solid finite element model to obtain simulated vibration data of each test point. If the simulated vibration data is consistent with the third vibration response frequency domain data obtained in the on-site in-situ vibration test, the soil solid finite element model is valid.
7. A method for verifying the rationality of building structure bottom plate parameters according to claim 6, characterized in that: The obtaining of vibration data of each test point of the site to be tested in the on-site in-situ vibration test with and without a vehicle passing through includes: Acquire a road to be tested on one side of the site to be tested, set an array test line in a direction perpendicular to the road to be tested, and sequentially arrange a plurality of test point groups on the test line, each test point group including at least one test point; Acquiring vibration data of each test point of the road to be tested when no vehicle passes by; Different types of vehicles are selected to carry out working condition measurements on the road to be tested at different speeds and driving modes, so as to obtain vibration data of each test point on the road to be tested under different working conditions when vehicles pass by.
8. A method for verifying the rationality of building structure bottom plate parameters according to claim 7, characterized in that: The test point group includes: a time test point group, in which the vibration data of the test points in the time test point group are used to mark the specific time when the vehicle passes the test line; a vehicle identification reference point group, in which the vibration data of the test points in the vehicle identification reference point group are used to record and identify the working condition type; a model correction reference point group, in which the vibration data of the test points in the model correction reference point group are used to correct the soil solid finite element model; a vehicle identification control point group, in which the vibration data of the test points in the vehicle identification control point group are used to measure the accuracy of the traffic load output by the soil solid finite element model; and a land dynamics parameter inversion point group, in which the vibration data of the test points in the land dynamics parameter inversion point group are used to calculate the optimal thickness and optimal shear wave velocity of the site to be tested.
9. A method for verifying the rationality of building structure bottom plate parameters according to claim 8, characterized in that: The step of calculating the second vibration response time domain data based on the vibration data of a vehicle passing through the lower test point includes: Acquire vibration data of each test point in the model correction reference point group and the vehicle identification control point group when a vehicle passes by, and intercept the vibration data to obtain second vibration response time domain data x of each test point corresponding to different working conditions wct_l，i (t), x wct_l，k (t), wherein wct_l is the operating condition type, i is a test point in the model calibration reference point group, k is a test point in the vehicle identification control point group, wct_l=1, 2, 3, ..., O, i=1, 2, 3, ..., N, k=1, 2, 3, ..., U.
10. A method for verifying the rationality of building structure bottom plate parameters according to claim 9, characterized in that: The performing coherence decomposition on the first vibration response time domain data and the second vibration response time domain data to obtain third vibration response frequency domain data includes: Perform Fourier transform on the first vibration response time domain data of each test point in the model correction reference point group and the vehicle identification control point group to obtain the corresponding first amplitude and phase function: Perform Fourier transform on the second vibration response time domain function of each test point in the model correction reference point group and the vehicle identification control point group to obtain the corresponding second amplitude and phase function: Among them, X wct_l，i (ω) is the second amplitude and phase function of the i-th test point in the model correction reference point group under the wct_l-th working condition, X wct_l，k (ω) is the second amplitude and phase function number of the kth test point in the vehicle identification control point group under the wct_lth working condition, M is the number of FFT points, j is the imaginary unit, and ω is the frequency; The third vibration response frequency data C of the i-th test point in the model correction reference point group under the wct_1-th working condition causing soil vibration response is calculated based on the first amplitude and phase function and the second amplitude and phase function of each test point in the model correction reference point group. wct_l，i (ω); The third vibration response frequency data C of the kth test point in the vehicle identification reference point group under the wct_1th working condition causing soil vibration response is calculated based on the first amplitude and phase function and the second amplitude and phase function of each test point in the vehicle identification reference point group. wct_l，k (ω); or, The first vibration response time domain function and the second vibration response time domain function of each test point in the model correction reference point group are subjected to autospectral analysis to obtain the corresponding autopower spectrum and the cross-power spectrum of the two, and the third vibration response frequency data C of the i-th test point in the model correction reference point group under the wct_l-th working condition causing soil vibration response is obtained based on the autopower spectrum and the cross-power spectrum. wct_l，i (ω); The first vibration response time domain function and the second vibration response time domain function of each test point in the vehicle identification reference point group are subjected to autospectral analysis to obtain the corresponding autopower spectrum and the cross-power spectrum of the two, and the third vibration response frequency data C of the kth test point in the vehicle identification reference point group under the wct_1th working condition causing soil vibration response is obtained based on the autopower spectrum and the cross-power spectrum. wct_l，k (ω).