CN108573224A - A kind of Bridge Structural Damage localization method of mobile reconstruct principal component using single-sensor information - Google Patents

A kind of Bridge Structural Damage localization method of mobile reconstruct principal component using single-sensor information Download PDF

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CN108573224A
CN108573224A CN201810293223.XA CN201810293223A CN108573224A CN 108573224 A CN108573224 A CN 108573224A CN 201810293223 A CN201810293223 A CN 201810293223A CN 108573224 A CN108573224 A CN 108573224A
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damage
bridge
rmpca
principal component
window
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CN108573224B (en
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聂振华
陈威
郭恩国
马宏伟
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Jinan University
University of Jinan
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Jinan University
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    • GPHYSICS
    • G06COMPUTING; CALCULATING; COUNTING
    • G06KRECOGNITION OF DATA; PRESENTATION OF DATA; RECORD CARRIERS; HANDLING RECORD CARRIERS
    • G06K9/00Methods or arrangements for reading or recognising printed or written characters or for recognising patterns, e.g. fingerprints
    • G06K9/00496Recognising patterns in signals and combinations thereof
    • G06K9/00536Classification; Matching
    • G06K9/00543Classification; Matching by matching peak patterns
    • GPHYSICS
    • G06COMPUTING; CALCULATING; COUNTING
    • G06FELECTRIC DIGITAL DATA PROCESSING
    • G06F17/00Digital computing or data processing equipment or methods, specially adapted for specific functions
    • G06F17/10Complex mathematical operations
    • G06F17/14Fourier, Walsh or analogous domain transformations, e.g. Laplace, Hilbert, Karhunen-Loeve, transforms
    • G06F17/141Discrete Fourier transforms
    • GPHYSICS
    • G06COMPUTING; CALCULATING; COUNTING
    • G06KRECOGNITION OF DATA; PRESENTATION OF DATA; RECORD CARRIERS; HANDLING RECORD CARRIERS
    • G06K9/00Methods or arrangements for reading or recognising printed or written characters or for recognising patterns, e.g. fingerprints
    • G06K9/00496Recognising patterns in signals and combinations thereof
    • G06K9/00536Classification; Matching
    • G06K9/0055Classification; Matching by matching signal segments
    • GPHYSICS
    • G06COMPUTING; CALCULATING; COUNTING
    • G06KRECOGNITION OF DATA; PRESENTATION OF DATA; RECORD CARRIERS; HANDLING RECORD CARRIERS
    • G06K9/00Methods or arrangements for reading or recognising printed or written characters or for recognising patterns, e.g. fingerprints
    • G06K9/62Methods or arrangements for recognition using electronic means
    • G06K9/6217Design or setup of recognition systems and techniques; Extraction of features in feature space; Clustering techniques; Blind source separation
    • G06K9/6232Extracting features by transforming the feature space, e.g. multidimensional scaling; Mappings, e.g. subspace methods
    • G06K9/6247Extracting features by transforming the feature space, e.g. multidimensional scaling; Mappings, e.g. subspace methods based on an approximation criterion, e.g. principal component analysis

Abstract

The invention discloses a kind of Bridge Structural Damage localization methods of the mobile reconstruct principal component using single-sensor information, and steps are as follows:S1, one acceleration transducer is installed in beam bridge any position;S2, acceleration responsive of the vehicular load by beam bridge when is measured, the acceleration signal of measuring point where obtainingx(t);S3, traveling time window is defined;S4, to time series x in windowi(n) matrix A is reconstructed with time delay methodi;S5, to matrix AiPrincipal component analysis calculates, and takes feature value vector ViElement maximum value, be defined as RMPCA;S6, traveling time window obtain reconstructing mobile principal component damage criterion time seriesRMPCA(i);S7, pass through damage characteristic figureofmeritRMPCALaying-out curve damages.This method need to only use single sensing data, and be not necessarily to intact bridge lossless data, and the damage position of bridge can be accurately positioned, reduce the quantity and cost of sensor, overcome current bridge lossless data it is incomplete in the case of can not detect the problem of damage.

Description

A kind of Bridge Structural Damage of mobile reconstruct principal component using single-sensor information is fixed Position method
Technical field
The present invention relates to lossless structure detection technique fields, and in particular to a kind of mobile reconstruct using single-sensor information The Bridge Structural Damage localization method of principal component.
Background technology
Civil engineering structure plays an important role in the development of national economy, is to have significant impact to national economy Infrastructure.Civil engineering structure can lead to structural failure due to being corroded by environment, harmful substance.Bridge build and During use, when the magnitude of traffic flow increases sharply, structure, which is in the military service of continuous excess load, may also lead to fatigue rupture.China Medium and small span bridge, the overwhelming majority is beam type bridge, and as China's economy develops rapidly, quite a few this kind of bridge makes It is on active service with serious overload in the process, bridge structure each section is caused just to generate different degrees of damage before reaching design period And deterioration.Therefore, it is very necessary to carry out monitoring structural health conditions to bridge.In monitoring structural health conditions field, bridge in order to obtain Girder construction responds, and various kinds of sensors is installed generally on bridge and carries out data acquisition, then based on different damage identification theories Go out corresponding damage characteristic from different types of extracting data, achievees the purpose that the damage of bridge is diagnosed and positioned.
Traditional bridge structural health monitoring and non-destructive tests system needs the initial shape of a large amount of sensor and bridge State complete data.Bridge structural health monitoring and non-destructive tests system both domestic and external installs hundreds and thousands of a sensors at present, no It is only costly, it also causes " magnanimity junk data ".In addition, most of traditional power fingerprint methods are required for being based on original number According to, i.e., structure nondestructive state or rear original state is built up, and actually this point also is difficult to accomplish in engineering, data are incomplete It is relatively common engineering problem.
The exploitation of bridge structural health monitoring and damage identification technique is at present still in the basic exploratory stage, apart from work Journey practice still has a certain distance, and wherein main problem is:The sensor of installation is excessive, costly, exists and is difficult to locate The mass data of reason;And data are incomplete, many bridges have built up and have come into operation, and lack lossless data as benchmark shape State data are compared.Based on above-mentioned background, urgently propose that one kind can install a small number of sensors and be disobeyed on bridge at present Dynamic response, analysis response signal, the Gernral Check-up for carrying out bridge and the damage reason location of bridge are measured by bridge lossless data Method, to reduce the usage amount of sensor, the problems such as it is excessive to solve sensor, costly, and data are incomplete.
Invention content
The purpose of the present invention is to solve drawbacks described above in the prior art, provide a kind of using single-sensor information The Bridge Structural Damage localization method of mobile reconstruct principal component.
The purpose of the present invention can be reached by adopting the following technical scheme that:
A method of carrying out beam type bridge structure damage reason location, institute using the mobile reconstruct principal component of single-sensor information The method of stating includes:
S1, acceleration transducer a is installed in any one position on beam bridge, and installation direction is directly in bridge floor direction;
S2, acceleration responsive when vehicular load at the uniform velocity passes through beam bridge is measured, obtains the acceleration letter of acceleration transducer a Numberx(t)
S3, traveling time window is defined, intercepts measured individual signals and obtains signal x in windowi(n), n=1, 2 ..., L, L are moving window length, and i is the beans-and bullets shooter of window movement, the computational methods such as formula (1) of L:
Wherein, f1For beam bridge fundamental frequency, fsFor sample frequency.
S4, to time series x in windowi(n) matrix A is reconstructed with time delay methodi
Q is reconstruct matrix column number in formula, and value is:
Wherein, f*For bandwidth limit frequency, i.e., in the spectrogram of signal x (t), it is more than f*There is no power is notable in frequency domain Frequency range.
S5, eigenvalue matrix S is obtained to the matrix principal component analysis calculating (PCA) in formula (2)
PCA(Ai)=[Ui,Si,Vi] (4)
Wherein, UiFor main component matrix, SiTo correspond to matrix UiContribution rate vector, ViTo correspond to UiCharacteristic value to Amount, ViIn element arrange from big to small.Take feature value vector ViMaximum value, i.e. ViFirst element is that damage is special in window Sign amount, is defined as RMPCA:
RMPCA (i)=Vi(1) (5)
S6, traveling time window, moving step length are Δ t since the t=0 on the time shaft of measured signal, and Δ t is signal Sampling time interval, obtain reconstructing mobile principal component damage criterion time series RMPCA (i), i=1,2 ..., N-L;
S7, it is damaged by damage characteristic figureofmerit RMPCA laying-out curves.
Further, the step S7, by damage characteristic figureofmerit RMPCA laying-out curves damage process it is as follows:
S701, damage characteristic figureofmerit RMPCA curves are drawn according to the time series of damage characteristic figureofmerit RMPCA;
S702, upon displacement between window when being moved to vehicle just past beam bridge damage position, damage characteristic figureofmerit There is peak value in RMPCA curves, determine vehicle by damage by the peak-peak position of damage characteristic figureofmerit RMPCA curves At the time of position.
S703, multiplied at the time of vehicle passes through damage position with car speed, i.e., time shaft be converted into spatial position axis, So that it is determined that damage position.
Further, the beam bridge fundamental frequency f1With the bandwidth limit frequency f*Pass through the acceleration signal x to measuring (t) fft analysis acquisition is carried out.
The present invention has the following advantages and effects with respect to the prior art:
1) present invention only need to use single sensing data, can position beam bridge damage position, reduce the number of sensor Amount and cost.
2) present invention is compared without the data of the nondestructive state of structure as benchmark, and the damage that can carry out bridge is fixed Position, the problem of damage must could be detected according to lossless data by overcoming structure.
3) method proposed by the present invention, it is easy to operate, it calculates fast, Bridge Structural Damage locating effect is apparent.
Description of the drawings
Fig. 1 is the method flow diagram for carrying out beam type bridge structure damage reason location disclosed in the present invention using single-sensor;
Fig. 2 is beam type beam bridge model schematic diagram in the embodiment of the present invention;
Fig. 3 is the acceleration signal measured in the embodiment of the present invention and moving window schematic diagram;
Fig. 4 is the spectrogram of institute's acceleration signals in the embodiment of the present invention;
The curve graph of index RMPCA when Fig. 5 is beam bridge damage 10% in the embodiment of the present invention;
The curve graph of index RMPCA when Fig. 6 is beam bridge damage 30% in the embodiment of the present invention.
Specific implementation mode
In order to make the object, technical scheme and advantages of the embodiment of the invention clearer, below in conjunction with the embodiment of the present invention In attached drawing, technical scheme in the embodiment of the invention is clearly and completely described, it is clear that described embodiment is A part of the embodiment of the present invention, instead of all the embodiments.Based on the embodiments of the present invention, those of ordinary skill in the art The every other embodiment obtained without making creative work, shall fall within the protection scope of the present invention.
Embodiment
As shown in FIG. 1, FIG. 1 is the process step figure of the single sensor, method of beam bridge damage reason location, used in embodiment Truss bridge model schematic such as Fig. 2.Model beam length l is 20m, sample frequency 200Hz, is damaged at the 2/5 of beam length.It is specific real It is as follows to apply process:
S1, acceleration transducer a is installed in any position on beam bridge, and installation direction is perpendicular to bridge floor direction, such as Fig. 2 institutes Show in embodiment, sensor mounting location is at the 1/4 of beam length.
S2, its acceleration responsive when vehicular load passes through beam bridge is measured, obtains the measuring point acceleration letter of acceleration transducer a Number x (t), is illustrated in figure 3 the signal measured by sensor, and signal length N is 4000.
S3, traveling time window is defined, intercepts measured individual signals xi(n), n=1,2 ..., L, wherein L are to move Dynamic length of window, the computational methods such as formula (1) of L:
Wherein, f1For beam bridge fundamental frequency, fsFor sample frequency.
Fft analysis is carried out to the signal measured in S2 first, obtains beam bridge fundamental frequency f1.After being illustrated in figure 4 fft analysis Spectrogram can obtain fundamental frequency f from figure1For 1.123Hz.Further according to sample frequency fs, it is L=200/ that length of window, which is calculated, 1.123=178.09, rounding 178.
S4, to time series x in windowi(n) matrix A is reconstructed with time delay methodi
Q is reconstruct matrix column number in formula, and value is:
Wherein,f*For bandwidth limit frequency, i.e., in the spectrogram of signal x (t), it is more than f*There is no power is notable in frequency domain Frequency range.Bandwidth limit frequency f*For 10.25Hz, further according to sample frequency fs, it is q=200/10.25 that matrix columns, which is calculated, =19.51, rounding 19.
S5, eigenvalue matrix S is obtained to the matrix principal component analysis calculating (PCA) in formula (2)
PCA(Ai)=[Ui,Si,Vi] (4)
Wherein, UiFor main component matrix, SiTo correspond to matrix UiContribution rate vector, ViTo correspond to UiCharacteristic value to Amount, ViIn element arrange from big to small.Take feature value vector ViMaximum value, i.e. first element is damage characteristic in window Amount, is defined as RMPCA:
RMPCA (i)=Vi(1) (5)
S6, on the time shaft of measured signal since the t=0 traveling time window, as shown in figure 3, moving step length is Δ T, Δ t are the sampling time interval of signal, obtain reconstructing mobile principal component damage criterion time series RMPCA (i), i=1, 2,...,3822;
S7, it is damaged by damage characteristic figureofmerit RMPCA laying-out curves.
The step detailed process is as follows:
S701, damage characteristic figureofmerit RMPCA curves are drawn according to the time series of damage characteristic figureofmerit RMPCA;
S702, upon displacement between window when being moved to vehicle just past beam bridge damage position, damage characteristic figureofmerit There is peak value in RMPCA curves, determine vehicle by damage by the peak-peak position of damage characteristic figureofmerit RMPCA curves At the time of position.
S703, multiplied at the time of vehicle passes through damage position with car speed, i.e., time shaft be converted into spatial position axis, So that it is determined that damage position.
Such as the RMPCA curves that Fig. 5 is beam bridge damage 10%, Fig. 6 is the RMPCA curves of beam bridge damage 30%, from Figures 5 and 6 Peak of curve judges that beam bridge damage position is 0.4, i.e., at the 2/5 of beam length, the damage of bridge has been accurately positioned.
In conclusion the method for beam type bridge structure damage reason location disclosed in the embodiment is only using mounted on mobile vehicle The single sensor on beam type bridge under load action, and the data without nondestructive state compare, and just can be passed according to single The reconstruct of sensor institute acceleration signals moves principal component analysis to diagnose and position bridge damnification.
The above embodiment is a preferred embodiment of the present invention, but embodiments of the present invention are not by above-described embodiment Limitation, it is other it is any without departing from the spirit and principles of the present invention made by changes, modifications, substitutions, combinations, simplifications, Equivalent substitute mode is should be, is included within the scope of the present invention.

Claims (3)

1. a kind of Bridge Structural Damage localization method of mobile reconstruct principal component using single-sensor information, which is characterized in that Steps are as follows for the Bridge Structural Damage localization method:
S1, acceleration transducer a is installed in any one position on beam bridge, and installation direction is directly in bridge floor direction;
S2, acceleration responsive when vehicular load at the uniform velocity passes through beam bridge is measured, obtains the acceleration signal x of acceleration transducer a (t);
S3, traveling time window is defined, intercepts measured individual signals and obtains signal x in windowi(n), n=1,2 ..., L, Wherein, L is moving window length, and i is the beans-and bullets shooter of window movement, the computational methods such as formula (1) of moving window length L:
Wherein, f1For beam bridge fundamental frequency, fsFor sample frequency;
S4, to time series x in windowi(n) matrix A is reconstructed with time delay methodi
Q is reconstruct matrix column number in formula, and value is:
Wherein, f*For bandwidth limit frequency, i.e., it is more than f in the spectrogram of signal x (t)*The significant frequency of power is not present in frequency domain Section;
S5, eigenvalue matrix S is calculated to obtain to the matrix principal component analysis in formula (2)
PCA(Ai)=[Ui,Si,Vi] (4)
Wherein, UiFor main component matrix, SiTo correspond to principal component matrix UiContribution rate vector, ViTo correspond to principal component matrix UiFeature value vector, ViMiddle element takes feature value vector V according to arranging from big to smalliMaximum value, i.e. ViFirst element For signature of damage in window, it is defined as RMPCA:
RMPCA (i)=Vi(1) (5);
S6, traveling time window, moving step length are Δ t since the t=0 on the time shaft of measured signal, and Δ t is adopting for signal Sample time interval obtains reconstructing mobile principal component damage criterion time series RMPCA (i), i=1,2 ..., N-L;
S7, it is damaged by damage characteristic figureofmerit RMPCA laying-out curves.
2. a kind of mobile reconstruct principal component using single-sensor information according to claim 1 carries out beam type bridge structure The method of damage reason location, which is characterized in that the step S7, pass through what damage characteristic figureofmerit RMPCA laying-out curves damaged Process is as follows:
S701, damage characteristic figureofmerit RMPCA curves are drawn according to the time series of damage characteristic figureofmerit RMPCA;
S702, upon displacement between window when being moved to vehicle just past beam bridge damage position, damage characteristic figureofmerit RMPCA is bent There is peak value in line, determines vehicle by damage position by the peak-peak position of damage characteristic figureofmerit RMPCA curves Moment;
S703, multiplied at the time of vehicle passes through damage position with car speed, i.e., time shaft is converted into spatial position axis, to Determine damage position.
3. a kind of mobile reconstruct principal component using single-sensor information according to claim 1 carries out beam type bridge structure The method of damage reason location, which is characterized in that
The beam bridge fundamental frequency f1With the bandwidth limit frequency f*By carrying out FFT points to the acceleration signal x (t) measured Analysis obtains.
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Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109406076A (en) * 2018-11-19 2019-03-01 暨南大学 A method of beam bridge structure damage reason location is carried out using the mobile principal component of displacement sensor array output
CN109406075A (en) * 2018-11-19 2019-03-01 暨南大学 A kind of beam bridge structure damage positioning method of the mobile first principal component using single-sensor information
CN109443672A (en) * 2018-11-19 2019-03-08 暨南大学 A kind of beam bridge structure damage positioning method of the mobile the First Eigenvalue curvature using single-sensor information
CN109684970A (en) * 2018-12-18 2019-04-26 暨南大学 A kind of length of window of the mobile principal component analysis of structural dynamic response determines method
CN109839440A (en) * 2019-03-20 2019-06-04 合肥工业大学 A kind of bridge damnification localization method based on standing vehicle testing
CN110657882A (en) * 2019-09-23 2020-01-07 暨南大学 Bridge real-time safety state monitoring method utilizing single-measuring-point response
CN110954154A (en) * 2019-11-29 2020-04-03 暨南大学 Bridge damage positioning method based on mobile sensing and filtering integrated system

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103971018A (en) * 2014-05-23 2014-08-06 福州大学 Method for node rigidity prediction based on vibration measurement
CN104331595A (en) * 2014-09-04 2015-02-04 天津大学 Moving principal component correlation analysis for early warning of damage of bridge
US20170103507A1 (en) * 2015-10-07 2017-04-13 Fuchs Consulting, Inc. Time-lapse infrared thermography system and method for damage detection in large-scale objects

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103971018A (en) * 2014-05-23 2014-08-06 福州大学 Method for node rigidity prediction based on vibration measurement
CN104331595A (en) * 2014-09-04 2015-02-04 天津大学 Moving principal component correlation analysis for early warning of damage of bridge
US20170103507A1 (en) * 2015-10-07 2017-04-13 Fuchs Consulting, Inc. Time-lapse infrared thermography system and method for damage detection in large-scale objects

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109406076A (en) * 2018-11-19 2019-03-01 暨南大学 A method of beam bridge structure damage reason location is carried out using the mobile principal component of displacement sensor array output
CN109406075A (en) * 2018-11-19 2019-03-01 暨南大学 A kind of beam bridge structure damage positioning method of the mobile first principal component using single-sensor information
CN109443672A (en) * 2018-11-19 2019-03-08 暨南大学 A kind of beam bridge structure damage positioning method of the mobile the First Eigenvalue curvature using single-sensor information
CN109684970A (en) * 2018-12-18 2019-04-26 暨南大学 A kind of length of window of the mobile principal component analysis of structural dynamic response determines method
CN109839440A (en) * 2019-03-20 2019-06-04 合肥工业大学 A kind of bridge damnification localization method based on standing vehicle testing
CN109839440B (en) * 2019-03-20 2021-03-30 合肥工业大学 Bridge damage positioning method based on static vehicle test
CN110657882A (en) * 2019-09-23 2020-01-07 暨南大学 Bridge real-time safety state monitoring method utilizing single-measuring-point response
CN110657882B (en) * 2019-09-23 2021-07-27 暨南大学 Bridge real-time safety state monitoring method utilizing single-measuring-point response
CN110954154A (en) * 2019-11-29 2020-04-03 暨南大学 Bridge damage positioning method based on mobile sensing and filtering integrated system

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