CN115127512B - Rapid hinge joint damage detection method and system - Google Patents
Rapid hinge joint damage detection method and system Download PDFInfo
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- CN115127512B CN115127512B CN202210838773.1A CN202210838773A CN115127512B CN 115127512 B CN115127512 B CN 115127512B CN 202210838773 A CN202210838773 A CN 202210838773A CN 115127512 B CN115127512 B CN 115127512B
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- 238000001514 detection method Methods 0.000 title claims abstract description 24
- 210000001503 joint Anatomy 0.000 title claims abstract description 22
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- 208000012659 Joint disease Diseases 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01P—MEASURING LINEAR OR ANGULAR SPEED, ACCELERATION, DECELERATION, OR SHOCK; INDICATING PRESENCE, ABSENCE, OR DIRECTION, OF MOVEMENT
- G01P15/00—Measuring acceleration; Measuring deceleration; Measuring shock, i.e. sudden change of acceleration
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Abstract
The invention discloses a method and a system for rapidly detecting hinge joint damage in the field of engineering detection, comprising the following steps: when a vehicle drives through a bridge, acquiring a time-course response signal through a sensor which is pre-installed at the bottom of each precast slab in the bridge, and calculating a response linear correlation coefficient between every two adjacent precast slabs by using the denoised time-course response signal; judging whether a hinge joint between two precast slabs is damaged according to the linear correlation coefficient; when judging that the hinge joint between two precast slabs is damaged, dividing a time-course response signal of the precast slabs at two sides of the damaged hinge joint into a set number of identification sections, respectively calculating the linear correlation coefficient of each identification section in the time-course response signal, and determining the damage position and the damage degree of the hinge joint according to the linear correlation coefficient of each identification section; according to the invention, the sensor is used for collecting the time-course response signals of the bridge precast slabs under the action of the vehicle load, and the hinge joint damage of the bridge is rapidly detected according to the linear correlation of the time-course response signals between the precast slabs, so that the detection precision and convenience are improved.
Description
Technical Field
The invention belongs to the technical field of engineering detection, and particularly relates to a quick detection method for hinge joint damage.
Background
The precast slab girder bridge is generally composed of precast hollow slabs, cast-in-situ tongue-and-groove concrete hinge joints and slab rubber supports, and the basic principle is that all precast slab girders are connected into a whole by adopting transverse connection (usually cast-in-situ tongue-and-groove concrete hinge joints and welded steel plates) so as to bear the load action of vehicles together, thereby effectively reducing the internal force of single slabs. The hollow slab is a main bearing structure, the hinge joint plays a role in transferring and sharing load, and the rubber support is responsible for transferring upper load to the lower structure.
The hinge joint is used as an important force transmission component of the precast slab bridge, plays a role of transverse connection and is a key for ensuring the cooperative work between the slabs. Along with the continuous increase of traffic load pressure and the continuous increase of service life, the integrity of the bridge gradually becomes worse, thereby causing the damage of hinge joints, even the phenomenon of 'single plate stress', and the collapse of the bridge is caused when serious. It has been found that more than half of hollow slab bridge has hinge joint diseases, which are mainly white, water seepage and cracking. In bridge engineering, a hinge joint is assumed to be a rotatable hinge by a hinge plate method theory, the transverse distribution of the load of the plate girder bridge under the loading action is calculated according to a mechanical simplified model, and the state of the hinge joint is estimated through the transverse distribution. At present, the traditional hinge joint damage identification method is a load test method, and the hinge joint is estimated by comparing transverse distribution measured by the test with a design value, but the method is time-consuming and labor-consuming, traffic is blocked, and the economical efficiency is poor.
Disclosure of Invention
The invention aims to provide a quick detection method and a quick detection system for hinge joint damage, which are used for collecting time-course response signals of a bridge under the action of a vehicle load through a sensor, and quickly detecting the hinge joint damage of the bridge according to the linear correlation of the time-course response signals between precast slabs, so that the detection precision and convenience are improved.
In order to achieve the above object, the first aspect of the present invention adopts the following technical scheme:
a hinge joint damage rapid detection method comprises the following steps:
when a vehicle drives across a bridge, acquiring a time response signal through a sensor which is pre-installed at the bottom of each precast slab in the bridge;
denoising the high-frequency vibration signal in the time-course response signal based on a wavelet transformation method, and calculating a linear correlation coefficient between every two adjacent precast slabs by using the denoised time-course response signal;
judging whether a hinge joint between two precast slabs is damaged according to the linear correlation coefficient; when the hinge joint between two precast slabs is judged to be damaged, the time-course response signals of the precast slabs at the two sides of the damaged hinge joint are divided into a set number of identification sections, the linear correlation coefficient of each identification section in the time-course response signals is calculated respectively, and the damage position and the damage degree of the hinge joint are determined according to the linear correlation coefficient of each identification section.
Preferably, the time-course response signal is a strain time-course response signal, and the method for calculating the linear correlation coefficient between every two adjacent precast slabs by using the denoised strain time-course response signal comprises the following steps:
in the formula, r ij Expressed as a correlation coefficient between an ith prefabricated panel and an adjacent jth prefabricated panel, the correlation coefficient r ij The value of (2) is within the range of [ -1,1]Between them; epsilon i Expressed as strain time response, ε, of the i th prefabricated panel j Expressed as strain time response, cov (ε) i ，ε j ) For strain time-course response epsilon i Response to strain time j Covariance, D epsilon i For strain time-course response epsilon i Is a variance of (2); dε j For strain time-course response epsilon j Is a variance of (c).
Preferably, the time-course response signal is an acceleration time-course response signal, and the method for calculating the linear correlation coefficient between every two adjacent precast slabs by using the denoised acceleration time-course response signal comprises the following steps:
in the formula, r ij Expressed as a correlation coefficient between an ith prefabricated panel and an adjacent jth prefabricated panel, the correlation coefficient r ij The value of (2) is within the range of [ -1,1]Between them; a, a i Expressed as acceleration time-course response of the i th prefabricated plate, a j Expressed as acceleration time-course response of the j th prefabricated panel, cov (a i ，a j ) For acceleration time-course response a i With acceleration time-course response a j Covariance between Da i For acceleration time-course response a i Is a variance of (2); da (Da) j For acceleration time-course response a j Is a variance of (c).
Preferably, the method for judging whether the hinge joint between the two prefabricated plates is broken according to the linear correlation coefficient comprises the following steps:
order theWhen->When the linear correlation coefficient is smaller than a set threshold value T, judging that a hinge joint between two precast slabs is damaged; when->When the linear correlation coefficient is larger than a set threshold value T, judging that the hinge joint between the two precast slabs is not damaged; wherein, the value range of the set threshold T is [0,1]。
Preferably, the method for determining the damage position of the hinge joint according to the linear correlation coefficient of each identification segment comprises the following steps:
according to the linear correlation coefficient variation of each identification segment, the expression formula is as follows:
in the formula, r ijk Line of kth identified segment, denoted as hinge joint between ith prefabricated panel and adjacent jth prefabricated panelA correlation coefficient;a linear correlation coefficient variation amount of a kth identification section expressed as a hinge joint between an ith prefabricated panel and an adjacent jth prefabricated panel;
linear correlation coefficient variation of damaged hinge jointThe expression formula of (2) is:
in the formula (i),the linear correlation coefficient variation expressed as a hinge joint between an ith prefabricated plate and an adjacent jth prefabricated plate; n represents the total number of time-course response signals divided into identification segments;
when (when)The k-th identification section of the hinge joint between the i-th prefabricated plate and the adjacent j-th prefabricated plate is damaged; and positioning the damaged area of the hinge joint according to the linear correlation coefficient variation of each identification section.
Preferably, the method for determining the damage degree of the hinge joint according to the linear correlation coefficient of each identification segment comprises the following steps:
in the formula, S ij The damage degree of the hinge joint between the ith prefabricated plate and the adjacent jth prefabricated plate is shown; n represents the number of identified segments in the hinge joint where there is a damaged area.
In a second aspect, the present invention provides a rapid detection system for hinge joint breakage, comprising:
the acquisition module is used for acquiring time response signals through sensors which are pre-installed at the bottoms of all precast slabs in the bridge when a vehicle drives through the bridge;
the signal denoising module is used for denoising the high-frequency vibration signal in the time-course response signal based on a wavelet transformation method;
the hinge joint damage judging module is used for calculating the linear correlation coefficient between every two adjacent precast slabs by using the denoised time-course response signals; judging whether a hinge joint between two precast slabs is damaged according to the linear correlation coefficient;
and the damage positioning and quantifying module is used for dividing the time-course response signals of the prefabricated plates at two sides of the damaged hinge joint into a set number of identification sections when judging that the hinge joint between the two prefabricated plates is damaged, respectively calculating the linear correlation coefficient of each identification section in the time-course response signals, and determining the damage position and the damage degree of the hinge joint according to the linear correlation coefficient of each identification section.
Preferably, the sensor is installed at a midspan position of the bridge precast slab.
Preferably, the sensor is a long gauge length strain sensor or an acceleration sensor.
Preferably, when the sensor is a long gauge length strain sensor, the long gauge length strain sensor has a gauge length of 50cm to 100cm and a sampling frequency of greater than or equal to 50Hz.
Compared with the prior art, the invention has the beneficial effects that:
when a vehicle drives through a bridge, a time response signal is acquired through a sensor which is pre-installed at the bottom of each precast slab in the bridge; the invention does not need to obstruct traffic and improves the convenience of detection.
Judging whether a hinge joint between two precast slabs is damaged according to the linear correlation coefficient; when judging that the hinge joint between two precast slabs is damaged, dividing a time-course response signal of the precast slabs at two sides of the damaged hinge joint into a set number of identification sections, respectively calculating the linear correlation coefficient of each identification section in the time-course response signal, and determining the damage position and the damage degree of the hinge joint according to the linear correlation coefficient of each identification section; the measurement accuracy is improved; meanwhile, only a small number of sensors are needed in the detection process, the structure is simple, the installation and the use are convenient, and the detection cost is saved.
Drawings
FIG. 1 is a schematic diagram of the sensor distribution of a rapid hinge joint breakage detection system provided by the invention;
FIG. 2 is a schematic diagram of a strain time interval provided by the present invention divided into a number of identified segments;
FIG. 3 is a schematic view of a finite element model of a precast slab girder bridge provided by the present invention;
FIG. 4 is a graph showing strain time-course comparison before and after denoising of a time-course response signal according to an embodiment of the present invention;
FIG. 5 is a diagram showing a strain relationship between two adjacent prefabricated panels before breakage according to an embodiment of the present invention;
FIG. 6 is a graph showing a strain relationship between two adjacent prefabricated panels after breakage according to the first embodiment of the present invention;
FIG. 7 is a graph showing the linear correlation coefficient of each hinge joint in a bridge according to an embodiment of the present invention;
FIG. 8 is a graph showing the relationship between hinge joint breakage position and linear correlation coefficient variation provided in the first embodiment of the present invention;
FIG. 9 is a graph showing acceleration time course of two adjacent prefabricated panels before breakage according to the second embodiment of the present invention;
FIG. 10 is a graph showing acceleration time course of two adjacent precast slabs after breakage according to the second embodiment of the present invention;
FIG. 11 is a graph showing the acceleration relationship between two adjacent prefabricated panels before breakage according to the second embodiment of the present invention;
FIG. 12 is a graph showing the acceleration relationship between two adjacent prefabricated panels after breakage according to the second embodiment of the present invention;
fig. 13 is a graph showing a linear correlation coefficient distribution of each hinge joint in a bridge according to the second embodiment of the present invention.
Detailed Description
The invention is further described below with reference to the accompanying drawings. The following examples are only for more clearly illustrating the technical aspects of the present invention, and are not intended to limit the scope of the present invention.
It should be noted that, in the description of the present invention, the directions or positional relationships indicated by the terms "front", "rear", "left", "right", "upper", "lower", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present invention and do not require that the present invention must be constructed and operated in a specific direction, and thus should not be construed as limiting the present invention. The terms "front", "back", "left", "right", "upper", "lower" as used in the description of the present invention refer to directions in the drawings, and the terms "inner", "outer" refer to directions toward or away from the geometric center of a particular component, respectively.
Example 1
As shown in fig. 1 to 7, a method for rapidly detecting hinge joint breakage includes: when a vehicle drives across a bridge, acquiring a time response signal through a sensor which is pre-installed at the bottom of each precast slab in the bridge; the time-course response signal is a strain time-course response signal.
The method based on wavelet transformation is used for denoising the high-frequency vibration signal in the time-course response signal, as shown in fig. 4, the strain time-course response before denoising is obvious in vibration noise, and after wavelet denoising, the high-frequency noise is basically removed, and then the strain time-course response signal is considered to be quasi-static response.
The method for calculating the linear correlation coefficient between every two adjacent precast slabs by using the denoised strain time-course response signal comprises the following steps:
in the formula, r ij Expressed as a linear correlation coefficient between an ith prefabricated panel and an adjacent jth prefabricated panel, the correlation coefficient r ij The value of (2) is within the range of [ -1,1]Between them; epsilon i Expressed as strain time response, ε, of the i th prefabricated panel j Expressed as strain time response, cov (ε) i ，ε j ) For strain time-course response epsilon i Response to strain time j Covariance, D epsilon i For strain time-course response epsilon i Is a variance of (2); dε j For strain time-course response epsilon j Is a variance of (c).
The method for judging whether the hinge joint between the two precast slabs is damaged or not according to the linear correlation coefficient comprises the following steps:
order theWhen->When the linear correlation coefficient is smaller than a set threshold value T, judging that a hinge joint between two precast slabs is damaged; when->When the linear correlation coefficient is larger than a set threshold value T, judging that the hinge joint between the two precast slabs is not damaged; wherein, the value range of the set threshold T is [0,1]。
When the hinge joint between two precast slabs is judged to be damaged, the time-course response signals of the precast slabs at the two sides of the damaged hinge joint are divided into a set number of identification sections, the linear correlation coefficient of each identification section in the time-course response signals is calculated respectively, and the damage position and the damage degree of the hinge joint are determined according to the linear correlation coefficient of each identification section.
The method for determining the damage position of the hinge joint according to the linear correlation coefficient of each identification segment comprises the following steps:
according to the linear correlation coefficient variation of each identification segment, the expression formula is as follows:
in the formula, r ijk A linear correlation coefficient of a kth identified segment expressed as a hinge joint between an ith prefabricated panel and an adjacent jth prefabricated panel;a linear correlation coefficient variation amount of a kth identification section expressed as a hinge joint between an ith prefabricated panel and an adjacent jth prefabricated panel;
linear correlation system for damaged hinge jointNumber change amountThe expression formula of (2) is:
in the formula (i),the linear correlation coefficient variation expressed as a hinge joint between an ith prefabricated plate and an adjacent jth prefabricated plate; n represents the total number of time-course response signals divided into identification segments;
when (when)The k-th identification section of the hinge joint between the i-th prefabricated plate and the adjacent j-th prefabricated plate is damaged; and positioning the damaged area of the hinge joint according to the linear correlation coefficient variation of each identification section.
The method for determining the damage degree of the hinge joint according to the linear correlation coefficient of each identification segment comprises the following steps:
in the formula, S ij The damage degree of the hinge joint between the ith prefabricated plate and the adjacent jth prefabricated plate is shown; n represents the number of identified segments in the hinge joint where there is a damaged area.
The accuracy of the method is verified using a finite element simulation example: a simple support plate girder bridge (figure 3) is established, the span is 20m, the bridge is formed by 12 prefabricated hollow plates, the middle of the bridge is connected through hinge joints, the hollow plates and the hinge joints are both solid units, the girder plates are C40, the hinge joints are C30, the front axle position of the double-axle vehicle is 25kN, the rear axle position is 100kN, the axle distance m is 4m, the running speed v is 30km/h, the lane is positioned on a 6# plate, and the hinge joint damage is realized by reducing the elastic modulus of the hinge joints.
As shown in fig. 5, the strain time-course response between two adjacent prefabricated slabs before the hinge joint of the bridge is broken is in a linear relationship; FIG. 6 shows that the strain time response between two adjacent precast slabs before the bridge hinge joint is broken is in a nonlinear relationship; as shown in fig. 7, after the hinge joint No. 5 is damaged to different degrees, the linear correlation coefficient at the position is reduced to different degrees, so that it can be determined where the hinge joint is damaged according to whether the linear correlation coefficient is close to 1.
Dividing the strain time interval into 8 sections of identification sections, and respectively calculating the linear correlation coefficient and the variation of each section, wherein the variation of the linear correlation coefficient at the 5.8m-14.8m position is obviously different from 0, namely the hinge joint in the length range is considered to be damaged as shown in figure 8; the damage degree of the hinge joint can be approximately calculated according to the number of damaged identification sections, the calculated result is 45%, and the calculated result is very close to the actual result of 40%, so that the method is further verified to have higher precision.
Example two
As shown in fig. 9 to 13, the difference between the detection method provided in the present embodiment and the first embodiment is that the time-course response signal is an acceleration time-course response signal, and the method for calculating the linear correlation coefficient between every two adjacent precast slabs by using the denoised acceleration time-course response signal includes:
in the formula, r ij Expressed as a correlation coefficient between an ith prefabricated panel and an adjacent jth prefabricated panel, the correlation coefficient r ij The value of (2) is within the range of [ -1,1]Between them; a, a i Expressed as acceleration time-course response of the i th prefabricated plate, a j Expressed as acceleration time-course response of the j th prefabricated panel, cov (a i ，a j ) For acceleration time-course response a i With acceleration time-course response a j Covariance between Da i For acceleration time-course response a i Is a variance of (2); da (Da) j For acceleration time-course response a j Is a variance of (c).
As shown in fig. 9, acceleration time-course responses of two adjacent precast slabs before the bridge hinge joint is broken are basically coincident; as shown in fig. 10, the acceleration time response of two adjacent precast slabs after the bridge hinge joint is broken has a large difference; FIG. 11 shows that the acceleration time-course response between two adjacent precast slabs before the bridge hinge joint is broken is in a linear relationship; FIG. 12 shows that the acceleration time-course response between two adjacent precast slabs before the bridge hinge joint is broken is in a nonlinear relationship; as shown in fig. 13, after the hinge joint No. 5 is damaged to different degrees, the linear correlation coefficient at the position is reduced to different degrees, so that it can be determined where the hinge joint is damaged according to whether the linear correlation coefficient is close to 1.
Example III
The detection system provided in this embodiment may be applied to the detection method described in the first embodiment or the second embodiment, and the detection system includes:
the acquisition module is used for acquiring time response signals through sensors which are pre-installed at the bottoms of all precast slabs in the bridge when a vehicle drives through the bridge; the sensor is arranged at the midspan position of the precast slab of the bridge; the sensor is a long gauge length strain sensor or an acceleration sensor; when the sensor is a long-gauge-length strain sensor, the gauge length of the long-gauge-length strain sensor is 50cm to 100cm, and the sampling frequency is greater than or equal to 50Hz;
the signal denoising module is used for denoising the high-frequency vibration signal in the time-course response signal based on a wavelet transformation method;
the hinge joint damage judging module is used for calculating the linear correlation coefficient between every two adjacent precast slabs by using the denoised time-course response signals; judging whether a hinge joint between two precast slabs is damaged according to the linear correlation coefficient;
and the damage positioning and quantifying module is used for dividing the time-course response signals of the prefabricated plates at two sides of the damaged hinge joint into a set number of identification sections when judging that the hinge joint between the two prefabricated plates is damaged, respectively calculating the linear correlation coefficient of each identification section in the time-course response signals, and determining the damage position and the damage degree of the hinge joint according to the linear correlation coefficient of each identification section.
The foregoing is merely a preferred embodiment of the present invention, and it should be noted that modifications and variations could be made by those skilled in the art without departing from the technical principles of the present invention, and such modifications and variations should also be regarded as being within the scope of the invention.
Claims (9)
1. The method for rapidly detecting the breakage of the hinge joint is characterized by comprising the following steps of:
when a vehicle drives across a bridge, acquiring a time response signal through a sensor which is pre-installed at the bottom of each precast slab in the bridge;
denoising the high-frequency vibration signal in the time-course response signal based on a wavelet transformation method, and calculating a linear correlation coefficient between two adjacent precast slabs by using the denoised time-course response signal;
judging whether a hinge joint between two precast slabs is damaged according to the linear correlation coefficient; when judging that the hinge joint between two precast slabs is damaged, dividing a time-course response signal of the precast slabs at two sides of the damaged hinge joint into a set number of identification sections, and respectively calculating the linear correlation coefficient of each identification section in the time-course response signal; determining the damage degree of the hinge joint according to the linear correlation coefficient of each identification section;
the method for determining the hinge joint damage position according to the linear correlation coefficient of each identification segment comprises the following steps:
according to the linear correlation coefficient variation of each identification segment, the expression formula is as follows:
in the formula, r ijk A linear correlation coefficient of a kth identified segment expressed as a hinge joint between an ith prefabricated panel and an adjacent jth prefabricated panel;a linear correlation coefficient variation amount of a kth identification section expressed as a hinge joint between an ith prefabricated panel and an adjacent jth prefabricated panel;
linear correlation coefficient variation of damaged hinge jointThe expression formula of (2) is:
in the formula (i),the linear correlation coefficient variation expressed as a hinge joint between an ith prefabricated plate and an adjacent jth prefabricated plate; n represents the total number of time-course response signals divided into identification segments;
when (when)The k-th identification section of the hinge joint between the i-th prefabricated plate and the adjacent j-th prefabricated plate is damaged; and positioning the damaged area of the hinge joint according to the linear correlation coefficient variation of each identification section.
2. The method for rapidly detecting hinge joint breakage according to claim 1, wherein the time-course response signal is a strain time-course response signal, and the method for calculating the linear correlation coefficient between each two adjacent precast slabs by using the denoised strain time-course response signal comprises:
in the formula, r ij Expressed as a linear correlation coefficient between an ith prefabricated panel and an adjacent jth prefabricated panel, the linear correlation coefficient r ij The value of (2) is within the range of [ -1,1]Between them; epsilon i Expressed as strain time response, ε, of the i th prefabricated panel j Expressed as strain time response, cov (ε) i ，ε j ) For strain time-course response epsilon i And strain time courseResponse epsilon j Covariance, D epsilon i For strain time-course response epsilon i Is a variance of (2); dε j For strain time-course response epsilon j Is a variance of (c).
3. The method for rapidly detecting hinge joint breakage according to claim 1, wherein the time-course response signal is an acceleration time-course response signal, and the method for calculating the linear correlation coefficient between every two adjacent precast slabs by using the denoised acceleration time-course response signal comprises:
in the formula, r ij Expressed as a linear correlation coefficient between an ith prefabricated panel and an adjacent jth prefabricated panel, the linear correlation coefficient r ij The value of (2) is within the range of [ -1,1]Between them; a, a i Expressed as acceleration time-course response of the i th prefabricated plate, a j Expressed as acceleration time-course response of the j th prefabricated panel, cov (a i ，a j ) For acceleration time-course response a i With acceleration time-course response a j Covariance between Da i For acceleration time-course response a i Is a variance of (2); da (Da) j For acceleration time-course response a j Is a variance of (c).
4. A method for rapidly detecting hinge joint breakage according to claim 2 or claim 3, wherein the method for judging whether the hinge joint between two prefabricated panels is broken or not according to the linear correlation coefficient comprises:
order theWhen->When the linear correlation coefficient is smaller than a set threshold value T, judging that a hinge joint between two precast slabs is damaged; when->When the linear correlation coefficient is larger than a set threshold value T, judging that the hinge joint between the two precast slabs is not damaged; wherein, the value range of the set threshold T is [0,1]。
5. The method for rapidly detecting hinge joint damage according to claim 4, wherein the method for determining the damage degree of the hinge joint according to the linear correlation coefficient of each recognition segment comprises:
in the formula, S ij The damage degree of the hinge joint between the ith prefabricated plate and the adjacent jth prefabricated plate is shown; n represents the number of identified segments in the hinge joint where there is a damaged area.
6. A quick hinge joint breakage detection system for implementing the quick hinge joint breakage detection method according to any one of claims 1 to 5, characterized by comprising:
the acquisition module is used for acquiring time response signals through sensors which are pre-installed at the bottoms of all precast slabs in the bridge when a vehicle drives through the bridge;
the signal denoising module is used for denoising the high-frequency vibration signal in the time-course response signal based on a wavelet transformation method;
the hinge joint damage judging module is used for calculating the linear correlation coefficient between every two adjacent precast slabs by using the denoised time-course response signals; judging whether a hinge joint between two precast slabs is damaged according to the linear correlation coefficient;
and the damage positioning and quantifying module is used for dividing the time-course response signals of the prefabricated plates at two sides of the damaged hinge joint into a set number of identification sections when judging that the hinge joint between the two prefabricated plates is damaged, respectively calculating the linear correlation coefficient of each identification section in the time-course response signals, and determining the damage position and the damage degree of the hinge joint according to the linear correlation coefficient of each identification section.
7. The rapid detection system of claim 6, wherein the sensor is mounted at a mid-span position of the bridge deck.
8. The rapid hinge joint breakage detection system according to claim 6, wherein the sensor is a long gauge strain sensor or an acceleration sensor.
9. The rapid hinge joint breakage detection system according to claim 8, wherein when the sensor is a long gauge strain sensor, the long gauge strain sensor has a gauge length of 50cm to 100cm and a sampling frequency of 50Hz or more.
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| CN202210838773.1A CN115127512B (en) | 2022-07-18 | 2022-07-18 | Rapid hinge joint damage detection method and system |
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