CN113340548B - Test method for dynamic characteristic recognition of soil-frame structure interaction system - Google Patents

Test method for dynamic characteristic recognition of soil-frame structure interaction system Download PDF

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CN113340548B
CN113340548B CN202110606225.1A CN202110606225A CN113340548B CN 113340548 B CN113340548 B CN 113340548B CN 202110606225 A CN202110606225 A CN 202110606225A CN 113340548 B CN113340548 B CN 113340548B
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潘旦光
谭晋鹏
付相球
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University of Science and Technology Beijing USTB
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    • G01M7/00—Vibration-testing of structures; Shock-testing of structures
    • G01M7/02—Vibration-testing by means of a shake table
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Abstract

The invention provides a test method for identifying dynamic characteristics of an earth-frame structure interaction system, and belongs to the technical field of structure dynamics. The method comprises the steps of installing a frame structure on a vibration table, installing acceleration sensors on all layers of the frame structure, installing strain gauges on bottom column feet of frame columns, and establishing a soil body numerical calculation model. The method comprises the steps of taking white noise as free field ground motion, applying resultant force of white noise equivalent load and shearing force of a frame structure substrate to a ground surface midpoint of a numerical calculation model of a soil body by adopting a real-time coupling vibration table experiment method, calculating displacement reaction of the ground surface midpoint as displacement of the next experiment time step of the vibration table, driving the vibration table to load the frame structure, and measuring acceleration reaction and column foot strain reaction of each layer of the frame structure. And taking white noise as input and each acceleration reaction as output, calculating a frequency response function of each acceleration reaction relative to the white noise, and calculating the inherent frequency, the damping ratio and the vibration mode of the soil-frame structure interaction system.

Description

Test method for dynamic characteristic recognition of soil-frame structure interaction system
Technical Field
The invention relates to the technical field of structural dynamics, in particular to a test method for identifying dynamic characteristics of an earth-frame structure interaction system.
Background
In a structure power test, complex test conditions are considered, structure output is usually measured directly through environment excitation, and a working mode analysis method based on system output is adopted to identify the power characteristics of the structure. Among them, Van Overschee Peter, De Moor Bar.Subspace Identification for Linear Systems: Theory-Implementation-applications.Dordrecht, the Netherlands: Kluwer Academic Publishers,1996, discloses random subspace Identification (SSI) and Juang Jer-Nan, Papa Richard S.an Eigensystem read Algorithm for model parameter Identification and model reduction.journal of guide Control & Dynamics,1985,8(5): 620-. The method comprises the steps of fan cleanable, Ni, clearing, high praise, improving a random subspace system identification method and application of the random subspace system identification method in bridge state monitoring, China Highway bulletin, 2004,17(4):70-73, discloses a method for improving random subspace identification to carry out modal parameter identification under environmental excitation on a Hongkongting nine-large bridge, a Jixiadong, Qiaogua, a Xulonghe, research of structural modal parameter identification tests under simulated environmental excitation, Qinghua university bulletin (Natural science edition), 2006,46(6): 769-. Royal court, gold peak, xu yanjie, zhangchuhan, theory and practice of real-time coupling dynamic test method engineering mechanics, 2014,31(1):1:14. a real-time coupling soil-structure interaction vibration table test method is disclosed, and the seismic reaction of the structure is tested and researched.
Based on the environment excitation mode identification, the excitation is assumed to be white noise, the real signal is unknown, and the high-order mode of the structure is difficult to obtain due to weak vibration signals, and meanwhile, the modal characteristics of the soil body part cannot be obtained. The invention provides a test method for identifying dynamic characteristics of an earth-frame structure interaction system.
Disclosure of Invention
The invention provides a test method for identifying dynamic characteristics of a soil-frame structure interaction system, aiming at the problems that a working mode analysis method of the soil-structure interaction system is difficult to identify a high-order mode and cannot contain a soil body part mode.
The method comprises the following steps:
s1: installing a frame structure on a vibration table, installing an acceleration sensor on each layer of the frame structure, installing a strain gauge on a bottom column foot of a column body of the frame structure, and calibrating the sensitivity of the strain gauge;
s2: establishing a white noise time interval and soil finite element model;
s3: applying resultant force of white noise equivalent load and frame structure base shear force to the earth surface midpoint of the soil finite element model in each test time step, calculating displacement reaction of the earth surface midpoint of the soil finite element model and acceleration reaction of each degree of freedom, taking the displacement reaction of the earth surface midpoint in the earth surface finite element model reaction as the displacement of the next test time step of the vibrating table, completing the test of each time step under the excitation of white noise, and measuring the acceleration reaction of each layer of the frame structure and the strain reaction of column feet;
s4: and calculating a frequency response function of each acceleration reaction relative to white noise, and then calculating the natural frequency, the damping ratio and the vibration mode of the soil-frame structure interaction system through one of a frequency domain method and a characteristic system implementation algorithm or a random subspace method.
Wherein, the foil gage is ordinary resistance foil gage among the S1, and the foil gage is installed in the shaking table loading direction' S of bottom column base both sides, and the sensitivity of standardization foil gage specifically is: the method comprises the steps that strain gauges are installed on two sides of a vibrating table in the loading direction of a bottom column base, horizontal force F is applied to the bottom layer of a frame structure in three levels, the horizontal force F is a base shearing force at the moment, strain values under the action of three forces are measured, the horizontal force serves as a vertical coordinate, strain variations on two sides of the column base serve as a horizontal coordinate, and the slope of the horizontal force and the strain variations on the two sides of the column base is obtained through linear fitting and serves as the sensitivity of the strain gauges.
The loading range of the horizontal force F of the bottom layer of the frame structure is controlled by the horizontal displacement of the bottom layer of the frame structure, and the three-level horizontal force ensures that the loading range ensures that the horizontal displacement generated by the bottom layer of the frame structure is not more than
Figure BDA0003085375210000021
Not less than
Figure BDA0003085375210000031
Wherein h is1The height of the bottom layer column of the frame structure.
When the white noise time interval model is established in S2, the sampling frequency of the white noise time interval is not less than 2.56fmaxTime of flight TnNot less than
Figure BDA0003085375210000032
Wherein f ismaxFor maximum analysis frequency, fminIs the minimum analysis frequency.
S2, setting the frequency similarity ratio, the length similarity ratio and the mass similarity ratio of the frame structure model according to the density, the Poisson ratio and the elastic modulus of the actual soil body corresponding to the frame model, calculating the density, the Poisson ratio and the elastic modulus of the soil body finite element model according to the similarity principle, and dividing the meshes of the soil body by adopting a plane strain unit, wherein the width of the soil body finite element model is not less than that of the soil body finite element model
Figure BDA0003085375210000033
Depth of not less than
Figure BDA0003085375210000034
The horizontal and vertical sizes of the unit grid are not more than
Figure BDA0003085375210000035
Wherein v issThe shear wave velocity of the finite element model soil body can be obtained by the conversion of density, Poisson's ratio and elastic modulus parameters, fmaxFor maximum analysis frequency, f1Is the fundamental frequency of the structure.
In S4, the acceleration response includes the acceleration response of each layer of the frame structure and the respective degree-of-freedom acceleration response calculated by the finite element model of the soil body.
The frequency response function of each acceleration response to white noise in S4 is obtained by dividing the fourier spectrum of each acceleration response by the fourier spectrum of white noise.
The technical scheme of the invention has the following beneficial effects:
in the scheme, based on a real-time coupling vibration table test, on one hand, the problem of interaction between a frame structure and foundation soil is considered through real-time coupling, and the test result obtains the complete dynamic characteristics of the soil and the structure; on the other hand, the excitation of the method is active white noise, and high-frequency excitation can be input, so that the reaction of a high-order mode of the structure is excited, and the high-order natural frequency, damping ratio and vibration mode of the soil-framework structure interaction system are obtained.
Drawings
FIG. 1 is a flow chart of a test method for dynamic feature recognition of an earth-frame structure interaction system according to the present invention;
FIG. 2 is a schematic view of the frame structure, the acceleration sensor and the strain gauge in the embodiment of the present invention;
FIG. 3 is a white noise time course according to an embodiment of the present invention;
FIG. 4 is a finite element model of a soil mass according to an embodiment of the present invention;
fig. 5 is a real-time coupled vibration table experiment system in an embodiment of the present invention.
Wherein: 1-vibration table, 2-frame structure, 3-acceleration sensor, 4-strain gauge, 5-loading direction, 6-soil finite element model, 7-white noise equivalent load fnAnd frame base shear force fqThe method comprises the following steps of (1) obtaining a resultant force f, 8-a ground surface midpoint, 9-an artificial boundary, 10-a vibration table controller, 11-a strain acquisition instrument, 12-a digital signal acquisition instrument, 13-a data acquisition and processing terminal, 14-a data interaction and sharing platform and 15-a real-time calculation host.
Detailed Description
In order to make the technical problems, technical solutions and advantages of the present invention more apparent, the following detailed description is given with reference to the accompanying drawings and specific embodiments.
The invention provides a test method for identifying dynamic characteristics of a soil-frame structure interaction system, aiming at the problems that a working mode analysis method of the soil-structure interaction system is difficult to identify a high-order mode and cannot contain a soil body part mode.
As shown in fig. 1, the method comprises the steps of:
s1: installing a frame structure on a vibration table, installing an acceleration sensor on each layer of the frame structure, installing a strain gauge on a bottom column foot of a column body of the frame structure, and calibrating the sensitivity of the strain gauge;
s2: establishing a white noise time interval and soil finite element model;
s3: applying resultant force of white noise equivalent load and frame structure base shear force to the earth surface midpoint of the soil finite element model in each test time step, calculating displacement reaction of the earth surface midpoint of the soil finite element model and acceleration reaction of each degree of freedom, taking the displacement reaction of the earth surface midpoint in the earth surface finite element model reaction as the displacement of the next test time step of the vibrating table, completing the test of each time step under the excitation of white noise, and measuring the acceleration reaction of each layer of the frame structure and the strain reaction of column feet;
s4: and calculating a frequency response function of each acceleration reaction relative to white noise, and then realizing the natural frequency, the damping ratio and the vibration mode of an earth-frame structure interaction system in an algorithm or a random subspace method through a frequency domain method and a characteristic system.
The following description is given with reference to specific examples.
In specific construction, the method mainly comprises the following steps:
s1: installing a frame structure 2 on a vibration table 1, installing acceleration sensors 3 on each layer of the frame structure 2, installing strain gauges 4 on bottom-layer column bases of frame columns, and respectively adhering parts A and parts B of the strain gauges 4 to two sides of the bottom-layer column bases in a loading direction 5 of the vibration table 1; applying a horizontal force F to the bottom layer of the frame in three stages, wherein the horizontal force F is a base shearing force, measuring strain values under the three forces, calculating the strain difference of the part A and the part B of the column foot strain gauge 4, performing linear fitting on the base shearing force and the strain difference of the part A and the part B of the column foot strain gauge 4, calculating the linear slope to calibrate the sensitivity of the change of the strain difference value at two sides of the column foot caused by the change of the base shearing force, and using the sensitivity as the sensitivity of the strain gauge to back calculate the base shearing force of the frame structure 2 as shown in figure 2;
s2: establishing a white noise time interval fnAnd a soil finite element model 6, determining a surface midpoint 8 and an artificial boundary 9, as shown in fig. 3 and 4;
s3: the real-time coupling vibration table experiment method is adopted, an experiment system is shown in fig. 5, data actually measured by the acceleration sensor 3 and the strain gauge 4 are connected to a data acquisition and processing terminal 13 through a strain acquisition instrument 11 and a digital signal acquisition instrument 12, and then are transmitted to a data interaction and sharing platform 14; the real-time computing host 15 and the vibration table controller 10 are respectively connected with the data interaction and sharing platform 14 to realize data and signal sharing and transmission. In each test time step, the acceleration of each layer of the frame structure 2 and the reaction of the strain gauge 4 are measured, and the frame base shearing force f is calculated according to the reaction of the strain gauge 4qApplying white noise equivalent load f to the surface midpoint 8 of the finite element model 6 of the soil bodynAnd frame base shear force fqCalculating the reaction of the soil finite element model 6, taking the displacement reaction of the earth surface midpoint 8 as the displacement of the next test time step of the vibration table 1, and applying excitation to the frame structure 2;
s4: and calculating a frequency response function of each acceleration reaction relative to white noise, and then calculating the natural frequency, the damping ratio and the vibration mode of the soil-frame structure interaction system through one of a frequency domain method and a characteristic system implementation algorithm or a random subspace method.
The loading range of the horizontal force F in the process of calibrating the sensitivity of the strain gauge 4 is controlled by the horizontal displacement of the bottom layer of the frame structure 2, and the horizontal displacement of the bottom layer of the frame structure 2 is not more than
Figure BDA0003085375210000051
Not less than
Figure BDA0003085375210000052
Wherein h is1The height of the bottom layer column of the frame structure 2;
white noise equivalent load f applied to the earth surface midpoint 8 of the soil finite element model 6 in the test processnIs not less than 2.56fmaxTime of flight TnNot less than
Figure BDA0003085375210000053
Wherein f ismaxIs the maximum analysis frequency; f. ofminFor the minimum analysis frequency, 0.5 times of the fundamental frequency of the structure can be adopted.
The finite element model 6 of the soil is a two-dimensional rectangular model shown in FIG. 4, and the density of the actual soil body is rhosPoisson ratio of musElastic modulus EsThe frame structure 2 in the test adopts the frequency similarity ratio, the length similarity ratio and the mass similarity ratio, and the density rho of the finite element model of the soil body is calculated according to the similarity principles', Poisson ratio mus', modulus of elasticity Es' parameters.
In order to ensure the calculation precision of the soil finite element model 6, the width of the soil finite element model 6 is controlled to be not less than
Figure BDA0003085375210000061
Depth of not less than
Figure BDA0003085375210000062
Cell size is not larger than
Figure BDA0003085375210000063
Wherein v issThe shear wave velocity of the finite element model soil body can be obtained by converting the parameters of density, Poisson ratio and elastic modulus:
Figure BDA0003085375210000064
when the natural frequency, the damping ratio and the vibration mode of the soil-frame structure interaction system are calculated by a frequency domain method, a characteristic system implementation algorithm or a random subspace method, the natural frequency, the damping ratio and the vibration mode are output as each acceleration reaction, including each measured acceleration time course of each layer of the frame structure 2 and each corresponding degree acceleration reaction time course calculated by the soil finite element model 6. The frequency response function of each acceleration reaction relative to white noise is obtained by dividing the Fourier spectrum of each acceleration reaction by the Fourier spectrum of the white noise.
While the foregoing is directed to the preferred embodiment of the present invention, it will be understood by those skilled in the art that various changes and modifications may be made without departing from the spirit and scope of the invention as defined in the appended claims.

Claims (7)

1. A test method for identifying dynamic characteristics of an earth-frame structure interaction system is characterized by comprising the following steps: the method comprises the following steps:
s1: installing a frame structure on a vibration table, installing an acceleration sensor on each layer of the frame structure, installing a strain gauge on a bottom column foot of a column body of the frame structure, and calibrating the sensitivity of the strain gauge;
s2: establishing a white noise time interval and soil finite element model;
s3: applying resultant force of white noise equivalent load and frame structure base shear force to the earth surface midpoint of the soil finite element model in each test time step, calculating displacement reaction of the earth surface midpoint of the soil finite element model and acceleration reaction of each degree of freedom, taking the displacement reaction of the earth surface midpoint in the earth surface finite element model reaction as the displacement of the next test time step of the vibrating table, sequentially completing the test of each time step under the excitation of the white noise, and measuring the acceleration reaction of each layer of the frame structure and the strain reaction of column feet;
s4: and calculating a frequency response function of each acceleration reaction relative to white noise, and then obtaining the natural frequency, the damping ratio and the vibration mode of the soil-frame structure interaction system through one of a frequency domain method, a characteristic system realization algorithm or a random subspace method.
2. The test method for the dynamic feature recognition of an earth-framework interaction system according to claim 1, characterized in that: the strain gauges in the S1 are installed on two sides of the loading direction of the vibration table of the bottom column base, the strain gauges are common resistance strain gauges, and the sensitivity calibration of the strain gauges comprises the following specific steps: and applying horizontal force to the bottom layer of the frame structure in three stages, measuring strain values under the action of three forces, taking the horizontal force as a vertical coordinate, taking the strain variations on two sides of the column base as a horizontal coordinate, and performing linear fitting to obtain the slopes of the horizontal force and the strain variations on the two sides of the column base as the sensitivity of the strain gauge.
3. The test method for the dynamic feature recognition of the soil-frame structure interaction system according to claim 2, wherein: the horizontal force ensures that the loading range causes the horizontal displacement of the bottom layer of the frame structure to be within
Figure FDA0003302367370000011
And
Figure FDA0003302367370000012
wherein h is1The height of the bottom layer column of the frame structure is different, and the three forces are different in magnitude.
4. The test method for the dynamic feature recognition of an earth-framework interaction system according to claim 1, characterized in that: when the white noise time interval model is established in the S2, the sampling frequency of the white noise time interval is not less than 2.56fmaxTime of flight TnNot less than
Figure FDA0003302367370000013
Wherein f ismaxFor maximum analysis frequency, fminIs the minimum analysis frequency.
5. The test method for the dynamic feature recognition of an earth-framework interaction system according to claim 1, characterized in that: the finite element model of the soil body in the S2 is a two-dimensional rectangular model, the frequency similarity ratio, the length similarity ratio and the mass similarity ratio of the frame structure model are set according to the density, the Poisson ratio and the elastic modulus of the actual soil body corresponding to the frame model, and the frequency similarity ratio, the length similarity ratio and the mass similarity ratio of the frame structure model are set according to the similarityCalculating the density, Poisson's ratio and elastic modulus of the soil finite element model according to the principle, and adopting a plane strain unit to divide the grid of the soil, wherein the width of the soil finite element model is not less than
Figure FDA0003302367370000021
Depth of not less than
Figure FDA0003302367370000022
The horizontal and vertical sizes of the unit grid are not more than
Figure FDA0003302367370000023
Wherein v issShear wave velocity, f, of the finite element model soil massmaxFor maximum analysis frequency, f1Is the fundamental frequency of the structure.
6. The test method for the dynamic feature recognition of an earth-framework interaction system according to claim 1, characterized in that: in S4, the acceleration response includes acceleration responses of the layers of the frame structure and respective degree-of-freedom acceleration responses calculated by the finite element model of the soil body.
7. The test method for the dynamic feature recognition of an earth-framework interaction system according to claim 1, characterized in that: the frequency response function of each acceleration response to white noise in S4 is obtained by dividing the fourier spectrum of each acceleration response by the fourier spectrum of white noise.
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