CN107167559A - A kind of method that beam type bridge structure damage reason location is carried out using dual sensor - Google Patents
A kind of method that beam type bridge structure damage reason location is carried out using dual sensor Download PDFInfo
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- CN107167559A CN107167559A CN201710388717.1A CN201710388717A CN107167559A CN 107167559 A CN107167559 A CN 107167559A CN 201710388717 A CN201710388717 A CN 201710388717A CN 107167559 A CN107167559 A CN 107167559A
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Abstract
The invention discloses a kind of method that beam type bridge structure damage reason location is carried out using dual sensor, comprise the following steps：S1, any two diverse location is respectively mounted two acceleration transducers on bridge；S2, measurement vehicular load respectively obtain measuring point acceleration signal a (t), the b (t) of acceleration transducer by acceleration responsive during bridge；S3, definition traveling time window；S4, using traveling time window two measuring point acceleration signal a (t), b (t) are synchronized with signal interception, cross-correlation calculation is carried out to two segment signals in window, the coefficient correlation of signal in window is obtained；The damage characteristic figureofmerit K of signal in S5, calculation window：S6, the slip traveling time window on measured signal time shaft, obtain damage characteristic figureofmerit K time series；S7, pass through damage characteristic figureofmerit K laying-out curve beam type Bridge Structural Damages.This method need to only use two sensing datas, just can position bridge damnification position, reduce the quantity and cost of sensor.
Description
Technical field
The present invention relates to technical field of nondestructive testing, and in particular to a kind of to carry out beam type bridge structure damage using dual sensor
Hinder the method for positioning.
Background technology
Currently, in bridge structural health monitoring and damage check field, its basic skills on bridge by installing
Structural response acquisition system obtains bridge structure response, and the different types of data according to collection therefrom extract signature of damage,
The damage of bridge is diagnosed and positioned based on different damage identification theories.Current monitoring system is primarily upon bridge shape
The related datas such as change, static strain, dynamic strain, vibration acceleration, Suo Li, humiture, wind load.
Traditional Bridge Structural Damage detection method needs enough number of sensors, such as based on dynamical dactylogram method
The modal idenlification of structure must be carried out, and to identify structural modal and have to substantial amounts of sensing system.Therefore, at present both at home and abroad
Existing bridge monitoring system is provided with hundreds of even thousands of sensors, and costly, according to existing statistics, its cost reaches
The 0.5%-2% of whole bridge construction.And the data volume measured is huge, how to handle monitoring mass data is current structure health
The a great problem that monitoring field runs into.Current bridge health monitoring system data are not applied fully, or even form " sea
The situation of amount junk data ".
In general, the exploitation of bridge structure safe monitoring technology still belongs to basic exploratory stage, the actual work of distance
Cheng Yingyong has a certain distance, and one of key reason is：The measuring point (sensor) that monitoring system is installed is various, and cost is huge
Greatly, the mass data of formation is difficult to handle.Based on background above, a kind of is urgently proposed at present need to install two biographies on bridge
Sensor measures the response of bridge, the method that the two sensor signals carry out the damage diagnosis and positioning of bridge is analyzed, with big
The usage amount of big reduction sensor, solves measuring point excessively, the problems such as costly.
The content of the invention
The invention aims to solve drawbacks described above of the prior art there is provided one kind to enter cross girders using dual sensor
The method of formula Bridge Structural Damage positioning, this method only utilizes two on the beam type bridge being arranged under mobile vehicle load action
Individual sensor, bridge damnification is diagnosed and positions according to the cross-correlation function of two sensor institute acceleration signals.
The purpose of the present invention can be reached by adopting the following technical scheme that：
A kind of method that beam type bridge structure damage reason location is carried out using dual sensor, methods described is included:
S1, any two diverse location is respectively mounted acceleration transducer a and acceleration transducer b on bridge, installs
Direction is perpendicular to bridge floor direction；
S2, measurement vehicular load respectively obtain acceleration transducer a and acceleration are passed by acceleration responsive during bridge
Sensor b measuring point acceleration signal a (t), b (t)；
S3, traveling time window is defined, length of window is：
Wherein, f is bridge fundamental frequency, fsFor sample frequency；
S4, using the traveling time window of definition two measuring point acceleration signal a (t), b (t) are proceeded by from t=0
Synchronizing signal is intercepted, and is carried out cross-correlation calculation to two segment signals in window, is obtained the coefficient correlation of two segment signals in window：
Wherein, i is the i-th segment signal of interception, and N is the total length of original signal, and window proceeds by interception from t=0, therefore
I=1 when intercepting for the first time；
The damage characteristic figureofmerit K of signal in S5, calculation window：
Wherein RdFor cross-correlation coefficient, R in the window of acceleration transducer a and b signal under bridge damnification situationuFor bridge
Cross-correlation coefficient in the window of acceleration transducer a and b signal under intact situation；
S6, the mobile time window on the time shaft of measured signal, moving step length are Δ t, and Δ t is the sampling time of signal
Interval, often moves a window, and process described in repetition S4 and S5 obtains damage characteristic figureofmerit K time series, its length is
N-L；
S7, pass through damage characteristic figureofmerit K laying-out curve beam type Bridge Structural Damages.
Further, the step S7, the process by damage characteristic figureofmerit K laying-out curve beam type Bridge Structural Damages
It is as follows：
S71, the damage characteristic figureofmerit K curves are drawn according to the time series of the damage characteristic figureofmerit K；
S72, determined by the peak-peak position of the damage characteristic figureofmerit K curves vehicle by damage position when
Carve；
S73, by car speed multiply in vehicle pass through damage position at the time of, i.e., time shaft is converted into locus
Axle, so that it is determined that the position of beam type Bridge Structural Damage.
Further, the bridge fundamental frequency f carries out FFT acquisition by the acceleration signal a (t) to measuring, b (t).
The present invention has the following advantages and effect relative to prior art：
1) present invention only need to use two sensing datas, just can position bridge damnification position, reduce the number of sensor
Amount and cost.
2) method proposed by the present invention, simple to operate, calculates quick, Bridge Structural Damage locating effect is obvious.
Brief description of the drawings
Fig. 1 is the method flow diagram that beam type bridge structure damage reason location is carried out using dual sensor disclosed in the present invention；
Fig. 2 is beam type bridge model sketch in embodiment；
Fig. 3 is the acceleration signal and moving window schematic diagram measured in embodiment；
Fig. 4 is the spectrogram of institute's acceleration signals in embodiment；
Index K curve map when Fig. 5 is embodiment Bridge damage 10%；
Index K curve map when Fig. 6 is embodiment Bridge damage 30%.
Embodiment
To make the purpose, technical scheme and advantage of the embodiment of the present invention clearer, below in conjunction with the embodiment of the present invention
In accompanying drawing, the technical scheme in the embodiment of the present invention is clearly and completely described, it is clear that described embodiment is
A part of embodiment of the present invention, rather than whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art
The every other embodiment obtained under the premise of creative work is not made, belongs to the scope of protection of the invention.
Embodiment
As shown in figure 1, Fig. 1 is the process step figure for two sensor, methods that bridge damnification is positioned, used in embodiment
Truss bridge model schematic such as Fig. 2.Model beam length l is 10m, sample frequency 4000Hz, is damaged at the 2/5 of beam length.Specifically
Implementation process is as follows：
S1, any two diverse location is respectively mounted acceleration transducer a and acceleration transducer b on bridge, installs
Direction be in bridge floor direction, embodiment as shown in Figure 2, two sensor mounting locations be respectively at the 1/4 of beam length and
At 1/2.
Its acceleration responsive when S2, measurement vehicular load pass through bridge, respectively obtains acceleration transducer a and acceleration is passed
Sensor b measuring point acceleration signal a (t), b (t), is illustrated in figure 3 the signal measured by one of sensor, signal length
N is 2000.
S3, traveling time window is defined, length of window is：
FFT is carried out to the signal measured in S2 first, bridge fundamental frequency f is obtained.It is illustrated in figure 4 after FFT
Spectrogram, can obtain fundamental frequency f for 57Hz from figure.Further according to sample frequency fs, can calculate and obtain length of window for L=4000/57
=70.17, round as 70.
S4, using the window of definition synchronizing signal is proceeded by from t=0 to two measuring point acceleration signal a (t), b (t)
Two segment signals in window are carried out cross-correlation calculation, obtain the coefficient correlation of two segment signals in window by interception：
Wherein, i is the i-th segment signal of interception, and N is the total length of original signal, as 2000.Window is proceeded by from t=0
Interception, therefore i=1 when intercepting for the first time.
The damage characteristic figureofmerit K of signal in S5, calculation window：
Wherein RdIt is corresponding for cross-correlation coefficient in the window of acceleration transducer a and b signal under bridge damnification situation
, RuFor cross-correlation coefficient in the window of a and b signals under intact situation.
S6, the window that slip S3 is defined on measured signal time shaft, as shown in figure 3, moving step length is Δ t, Δ t is letter
Number sampling time interval.A window is often moved, process described in repetition S4 and S5 obtains damage criterionKTime series, its
Length is N-L, i.e. 2000-70=1930.
S7, pass through damage characteristic figureofmerit K laying-out curves damage.
The step detailed process is as follows：
S71, according to damage characteristic figureofmerit K time series draw damage characteristic figureofmerit K curves；
S72, upon displacement between window when being moved to vehicle just past bridge damnification position, damage characteristic figureofmerit K is bent
There is peak value in line, at the time of determining that vehicle passes through damage position by the peak-peak position of damage characteristic figureofmerit K curves.
S73, with car speed multiply in vehicle pass through damage position at the time of, i.e., time shaft is converted into locus axle,
So that it is determined that damage position.
Such as the K value curves that Fig. 5 is bridge damnification 10%, Fig. 6 is the K value curves of bridge damnification 30%, from Fig. 5 and 6 curves
Peak value judges that bridge damnification position is at the 2/5 of 0.4, i.e. beam length, to be accurately positioned the damage of bridge.
In summary, the method for beam type bridge structure damage reason location disclosed in the embodiment is only using installed in mobile vehicle
Two sensors on beam type bridge under load action, according to the cross-correlation function of two sensor institute acceleration signals come
Diagnosis and positioning bridge damnification.
Above-described embodiment is preferably embodiment, but embodiments of the present invention are not by above-described embodiment of the invention
Limitation, other any Spirit Essences without departing from the present invention and the change made under principle, modification, replacement, combine, simplification,
Equivalent substitute mode is should be, is included within protection scope of the present invention.
Claims (4)
1. a kind of method that beam type bridge structure damage reason location is carried out using dual sensor, it is characterised in that methods described includes:
S1, any two diverse location is respectively mounted acceleration transducer a and acceleration transducer b on bridge；
S2, measurement vehicular load respectively obtain acceleration transducer a and acceleration transducer by acceleration responsive during bridge
B measuring point acceleration signal a (t), b (t)；
S3, traveling time window is defined, length of window is：
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Wherein, f is bridge fundamental frequency, fsFor sample frequency；
S4, using the traveling time window of definition synchronization is proceeded by from t=0 to two measuring point acceleration signal a (t), b (t)
Signal is intercepted, and is carried out cross-correlation calculation to two segment signals in window, is obtained the coefficient correlation of two segment signals in window：
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Wherein, i is the i-th segment signal of interception, and N is the total length of original signal, and window proceeds by interception, therefore first from t=0
I=1 during secondary interception；
The damage characteristic figureofmerit K of signal in S5, calculation window：
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Wherein RdFor cross-correlation coefficient, R in the window of acceleration transducer a and b signal under bridge damnification situationuIt is intact for bridge
Cross-correlation coefficient in the window of acceleration transducer a and b signal under situation；
S6, the mobile time window on the time shaft of measured signal, moving step length are Δ t, and Δ t is between the sampling time of signal
Every often a mobile window, process described in repetition S4 and S5, obtain damage characteristic figureofmerit K time series, and its length is N-
L；
S7, pass through damage characteristic figureofmerit K laying-out curve beam type Bridge Structural Damages.
2. a kind of method that beam type bridge structure damage reason location is carried out using dual sensor according to claim 1, it is special
Levy and be, it is the step S7, as follows by the process of damage characteristic figureofmerit K laying-out curve beam type Bridge Structural Damages：
S71, the damage characteristic figureofmerit K curves are drawn according to the time series of the damage characteristic figureofmerit K；
S72, at the time of determine that by the peak-peak position of the damage characteristic figureofmerit K curves vehicle passes through damage position；
S73, by car speed multiply in vehicle pass through damage position at the time of, i.e., time shaft is converted into locus axle, from
And determine the position of beam type Bridge Structural Damage.
3. a kind of method that beam type bridge structure damage reason location is carried out using dual sensor according to claim 1, it is special
Levy and be,
The bridge fundamental frequency f carries out FFT acquisition by the acceleration signal a (t) to measuring, b (t).
4. a kind of method that beam type bridge structure damage reason location is carried out using dual sensor according to claim 1, it is special
Levy and be, the acceleration transducer a and the acceleration transducer b installation direction are perpendicular to bridge floor direction.
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| CN108520227A (en) * | 2018-04-04 | 2018-09-11 | 暨南大学 | A kind of Bridge Structural Damage localization method of the transfer entropy based on dual sensor information |
| CN108613873A (en) * | 2018-04-04 | 2018-10-02 | 暨南大学 | A kind of beam bridge structure damage positioning method of the joint phase space based on dual sensor information |
| CN110954154A (en) * | 2019-11-29 | 2020-04-03 | 暨南大学 | Bridge damage positioning method based on mobile sensing and filtering integrated system |
| CN111397821A (en) * | 2020-04-03 | 2020-07-10 | 暨南大学 | Bridge structure damage positioning method based on cross correlation of axle signals |
| CN115329799A (en) * | 2022-07-05 | 2022-11-11 | 港珠澳大桥管理局 | Bridge safety state monitoring method and device, computer equipment and storage medium |
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| CN111397821A (en) * | 2020-04-03 | 2020-07-10 | 暨南大学 | Bridge structure damage positioning method based on cross correlation of axle signals |
| CN115329799A (en) * | 2022-07-05 | 2022-11-11 | 港珠澳大桥管理局 | Bridge safety state monitoring method and device, computer equipment and storage medium |
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