CN112162034A - Steel-concrete combined beam damage identification method applying structural noise - Google Patents
Steel-concrete combined beam damage identification method applying structural noise Download PDFInfo
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Abstract
The invention provides a steel-concrete composite beam damage identification method applying structural noise, which is characterized by comprising the following steps of: the steel-concrete combined beam is provided with a vibration response measuring point and a combined beam noise measuring point; knocking the combined beam by using a force hammer; the normal acceleration signal collected by the accelerometer and the noise signal collected by the microphone are connected to a receiver by a data line, and the receiver transmits the signals to a computer for processing. Establishing an accurate composite beam damage model by using ansys and taking the bolt nail connectivity of the composite beam, the steel beam crack height and the concrete slab crack width as variables, and introducing VAone to preliminarily analyze the noise change rule of the steel-concrete composite structure under different damage types and degrees; and judging the main damage type of the steel-concrete composite beam according to the change relation of the integral noise and the frequency of the composite beam. The invention provides a bridge safety evaluation technology which can continuously evaluate the health state of the whole structure in real time and determine the suspicious position of the damage.
Description
Technical Field
The invention relates to the technical field of bridge model tests, in particular to a steel-concrete composite beam damage identification method applying structural noise.
Background
The steel-concrete combined beam is formed by connecting a concrete slab and a steel beam into a whole through a shear connector, and can fully exert the good compression performance of a concrete material and the good tension performance of a steel material. In actual engineering, the steel-concrete composite beam bridge is influenced by dynamic and static loads of a train and the environment, and the problems of steel beam corrosion, fatigue cracks, stud fatigue damage and the like can occur, so that the integral rigidity and the local rigidity of the composite beam are degraded macroscopically, and the safety of the bridge is seriously influenced.
Scholars at home and abroad already have a great deal of research and analysis on bridge structure damage identification methods, and a plurality of damage identification methods are proposed. The existing damage identification methods are mainly divided into two categories: global lesion identification methods and local lesion identification methods. The integral method mainly comprises a structural damage identification method based on dynamic characteristics and a structural damage intelligent identification method. The structural damage identification method based on the structural dynamic characteristics comprises damage identification based on natural frequency, vibration mode change, vibration mode curvature change, a structural flexibility matrix, unit modal strain energy change rate and the like; the intelligent structural damage identification method comprises a genetic algorithm, a neural network method, a structural damage identification method based on piezoelectric impedance and the like. The local method depends on a nondestructive testing technology to accurately detect, search and describe the defect part of a specific component, and comprises a sound wave or ultrasonic method, a magnetic field method, radar imaging, a ray method, eddy current, a temperature field and other methods. But up to now there has never been a precedent to identify structural damage by structural noise.
Disclosure of Invention
The invention provides a steel-concrete composite beam damage identification method applying structural noise, aims to overcome the defects of the prior art, and provides a bridge safety evaluation technology capable of continuously evaluating the health state of an overall structure in real time and determining suspicious positions of damage.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a steel-concrete composite beam damage identification method applying structural noise is characterized in that:
a set of measuring points comprising three vibration response measuring points and four combined beam noise measuring points are arranged on a steel-concrete combined beam consisting of a support, a steel beam and a concrete slab from bottom to top:
arranging a vibration response measuring point on the upper surface of the concrete slab, and arranging a combined beam noise measuring point 10cm away from the normal position of the vibration response measuring point;
vibration response measuring points are arranged on the side face of a web plate of the steel beam, and combined beam noise measuring points are respectively arranged at positions 10cm away from the normal position of the vibration response measuring point and 1m away from the normal position of the vibration response measuring point; a
A vibration response measuring point is arranged on the upper surface of the lower flange plate of the steel beam, and a combined beam noise measuring point is arranged 10cm away from the normal position of the vibration response measuring point;
placing an accelerometer at each vibration response measuring point to measure normal acceleration; placing a microphone at each noise measuring point of the composite beam to measure the whole noise of the composite beam;
knocking each combined beam at intervals by using a force hammer as an excitation tool;
the normal acceleration signal collected by the accelerometer and the noise signal collected by the microphone are connected to a receiver by a data line, and the receiver transmits the signals to a computer for processing.
Respectively arranging a group of measuring points comprising three vibration response measuring points and four combined beam noise measuring points on the 1/4, 1/2 and 3/4 sections of the combined beams, and placing an accelerometer at each vibration response measuring point to measure normal acceleration; and placing a microphone at each noise measuring point of the composite beam to measure the whole noise of the composite beam.
Establishing an accurate composite beam damage model by using ansys and taking the bolt nail connectivity of the composite beam, the steel beam crack height and the concrete slab crack width as variables, and introducing VAone to preliminarily analyze the noise change rule of the steel-concrete composite structure under different damage types and degrees; and judging the main damage type of the steel-concrete composite beam according to the change relation of the integral noise and the frequency of the composite beam.
The patent makes the following assumptions about the medium and acoustic wave processes:
(a) the sound wave has no energy loss in the process of propagation, and the medium is an ideal fluid and has no viscosity.
(b) Assuming that the medium is not disturbed by the outside world, it is at a macroscopic standstill and the particle velocity v is 0. The medium can be homogenized by using a static pressure P0And static density ρ0And (4) showing.
(c) When the sound wave propagates, the medium and the adjacent part do not exchange heat, i.e. the medium is assumed to be adiabatic.
(d) The transmission process of the sound wave can be regarded as small amplitude fluctuation, and can replace each acoustic parameter by a first-level micro-scale, and the static pressure P in the sound field0The sound velocity c is far larger than the particle velocity v, and the wavelength of the sound wave is far larger than the wavelength lambda of the sound wave.
From the above basic assumptions and three basic physical laws of the fluid medium and about the acoustic wave motion, a medium motion equation reflecting the relation of the acoustic pressure p to the velocity v, a continuity equation of the relation of the velocity v to the density increase ρ ', and a state equation of the acoustic pressure p to the density increase ρ' can be derived. The three equations are as follows:
in the formula (I), the compound is shown in the specification,
for the Hamiltonian calculation of the symbol,
p represents the instantaneous sound pressure, p0Representing the quiescent density, v the particle velocity, p the incremental density of the medium, c the speed of sound, and t the time.
Deducing all the equations according to the motion equation, the state equation and the continuity equation and the basic hypothesisThree-dimensional wave equation of sound pressure of uniform ideal fluid medium small amplitude sound wave, i.e. control equation of sound fluctuation quantity
Where P is the instantaneous sound pressure at a point in the fluid, P ═ P (x, y, z); c is the speed of sound and t is time.
Is a three-dimensional Laplacian, wherein Laplacian is expressed as
Assuming that the sound pressure P varies over time, i.e.: p (x, t) ═ Re [ p (x) eiwt]. In the formula, Re is a real part; p (x) is the amplitude of the sound pressure; omega is the circular frequency and the unit is rad/s; i is an imaginary unit, and Re is omitted for convenience of writing.
The sound pressure P is converted to obtain a Helmholtz equation with the sound pressure as a variable
Wherein
k is the wave number. When a structure is damaged, the wave number of a bridge structure subsystem changes due to different damage types and damage degrees, and noise also changes in response due to the change of the wave number.
The solution of the Helmholtz equation is determined according to different boundary conditions, and the boundary conditions of the sound field are generally considered to be the boundary conditions of the sound field in noremann (Neuman) for the vibration sound radiation of the bridge, namely, the fluid-solid boundary interface:
wherein v isnThe normal vibration velocity of the structure at the interface of the fluid (sound field) and the structure; j is an imaginary number in the unit,
therefore, the boundary conditions of the sound field are related to the air density, the structural circle frequency and the structure normal vibration speed, and when the structure is damaged, the structural frequency and the structure normal vibration speed are correspondingly changed due to the changes of the structural rigidity and the vibration energy transmission.
When the problem of sound radiation of an external sound field is considered to be solved, it is assumed that no reflected wave exists at infinity in noise, and the sound wave satisfies the following Sommerfield radiation condition:
wherein p represents a sound pressure vector, r represents a distance from a certain field point to a sound source, and SThe area of the wave front is shown, and the wave front at a distance r from the sound source is shown.
The above contents provide the basic control equation of sound wave propagation in ideal fluid, that is, the sound wave equation of time domain and the Helmholtz equation of frequency domain, both appear in the form of partial differential equation, and for the solution of the sound wave equation and the Helmholtz equation, the boundary condition and initial condition of the structure need to be determined, because the boundary condition and initial condition are difficult to directly obtain, the approximate solution is calculated by taking the numerical method into consideration, and the following lists the boundary integral equation and numerical discrete method of the sound field of frequency domain based on the Helmholtz equation.
(1) Basic solution
Converting the Helmholtz equation of the sound field into an integral equation of the boundary of the sound field with equal size to solve the problem, wherein mathematically, the basic solution of the Helmholtz equation of the sound field corresponds to the solution of the following equation, namely
In the formula, x and y belong to any two points in an acoustic field omega, and are respectively a field point and a source point; (x-y) is the Dirac delta function and G (x, y) is the Green's function or base solution, representing the response of point x when a concentrated point source of unit intensity is present at point y.
Performing integration and coordinate conversion on the basic solution, and obtaining a Green function G (x, y) e of a three-dimensional space under a rectangular coordinate system according to the integral property of a Dirac delta function-ikr/4πr
(2) Integral equation of boundary
The sound field boundary integral equation has the difference between the inner sound field and the outer sound field, the lower graph is the solving domain of the inner sound field, y represents the field point, x represents the source point and represents the sound field boundary, and omega represents the sound field boundary-Representing the solution domain. According to Helmholtz equation multiplied by the Green function G (x, y) along integral
The equation for the basic solution corresponding to a similar Helmholtz equation multiplied by p (y) has an integral along Ω -
Two simultaneous types and according to Green's second-class type conversion
In the formula (I), the compound is shown in the specification,
is the normal vector to the boundary of the inner sound field,
as the normal partial derivative of the function f,
according to the integral property of Dirac delta function
If x is shifted to the boundary, then all unknowns in equations (2-46) are located on the boundary, and then any point P within region Ω can be found. Substituting the boundary condition into the boundary integral equation to obtain the general relation of the sound field boundary equation corresponding to the internal sound field problem, i.e.
In the formula, alpha-(x) Is a parameter related to the x position and is defined as
And is
Similarly, the boundary integral equation of the external sound field can be derived
In the formula
And is
The invention has the advantages that:
compared with a local method, the method for evaluating the overall dynamic damage can continuously evaluate the health state of the overall structure in real time and determine the suspicious position of the damage, and has wide application prospect. According to the method, the normal acceleration measuring device and the noise collecting device are placed at the surface of the composite beam and nearby selected measuring point positions, so that the structure detection technology is lossless and non-contact. The steel-concrete composite beam damage detection method utilizes the characteristics that the overall rigidity, the local rigidity and the frequency mode shape change caused by structural damage can be reflected on a frequency domain through noise, the structural noise is used for identifying the steel-concrete composite beam damage, and a brand-new research direction is provided for the bridge safety evaluation technology.
Drawings
The invention is further illustrated with reference to the following figures and examples.
FIG. 1 is a schematic diagram of a noise test device for a steel-concrete composite beam structure;
FIG. 2 is a front view of the arrangement of noise test points of a steel-concrete composite beam structure;
FIG. 3 is a G-G section view showing the arrangement of noise test points of a steel-concrete composite beam structure.
Detailed Description
In order to more clearly illustrate the technical solution of the present invention, the drawings used in the description will be briefly introduced, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art that other embodiments can be obtained according to the drawings without inventive labor. In order to facilitate an understanding of the invention, the invention is described in more detail below with reference to the accompanying drawings and specific examples.
It will be understood that when an element is referred to as being "secured to" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may be present. As used in this specification, the terms "upper," "lower," "inner," "outer," "bottom," and the like are used in the orientation or positional relationship indicated in the drawings for convenience in describing the invention and simplicity in description, and do not indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and are not to be considered limiting of the invention. Furthermore, the terms "first," "second," "third," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
As shown in fig. 1:
the steel-concrete composite beam is composed of a support 300, a steel beam 200 and a concrete slab 100 from bottom to top.
The microphone is of an MPA231 type of Beijing prestige, the dynamic range is 17-136 dB, and the A frequency response range is 20-20 kHz. The acceleration test adopts a Jiangsu joint energy CA-YD-1181 piezoelectric acceleration sensor, the measuring range is 50g, and the frequency response range is 0.5-10 kHz. The main axis of the microphone must coincide with the direction of propagation of the sound wave and the receiving end should be closer to the sound source. The data collection is performed by an INV3060S collector of eastern institute.
Too high a sampling frequency cannot be used to increase the frequency resolution. The high frequency sampling improves the accuracy in the time domain, and the opposite is true for the frequency domain. The frequency resolution can be expressed as
In the formula, N is the number of analysis points. The sampling frequency for the experiment was taken to be 10.24 kHz. The microphone and the piezoelectric acceleration sensor are calibrated before the test.
The measured noise contains the influence of background noise, and the background noise needs to be removed by filtering. Remove background noise can
In the formula, Lm-the sound pressure level of the measured noise, Lb-the sound pressure level of the background noise. The sound pressure time course measured on site adopts high-pass filtering processing of 10.24 kHz.
The normal acceleration signal collected by the accelerometer 400 as a normal acceleration measuring device and the noise signal collected by the microphone 500 as a noise collecting device are both connected to the DASP collecting instrument 700 as a receiver by the data line 600, and the DASP collecting instrument 700 transmits the signals to the computer 800 for processing.
After the test instrument is connected, setting a data acquisition path, acquisition instrument parameters, channel parameters, DASP V11 test parameters and the like in the test process according to test requirements and test instrument use requirements, and checking whether the setting is correct or not; through hammering the test beam in advance to the exactness of inspection test instrument connection, the behavior of each test channel, thereby ensure that each passageway can normally gather in the experimentation, in order to avoid obtaining data or obtaining the great data of error in the experimental data acquisition process.
Each composite beam is struck using a force hammer as the energizing means. The knocking process is kept in an absolutely quiet state as much as possible, so that collected signals are prevented from being interfered by the outside, and meanwhile, collected data need to be subjected to signal processing such as filtering and signal amplification in the later stage. Every time one knocking is carried out, the next knocking is immediately carried out at intervals, and data are continuously acquired through a DASP acquisition instrument.
As shown in fig. 2 and 3:
selecting the positions of the measuring points, and arranging three groups of measuring points:
the 1/4 length section position of the combination beam is the 1 st group measuring point:
the vibration response measuring point 11 of the steel beam 200 is arranged on the upper surface of the concrete slab 100, the vibration response measuring point 12 is arranged on the side surface of the web 202 of the steel beam 200, and the vibration response measuring point 13 is arranged on the upper surface of the lower flange plate 203 of the steel beam 200. An accelerometer 400 is positioned at vibration responsive station 11, vibration responsive station 12, and vibration responsive station 13 to measure normal acceleration.
Combined beam noise measurement point 21 is disposed 10cm from the normal position of vibration response measurement point 11, combined beam noise measurement point 22 is disposed 10cm from the normal position of vibration response measurement point 12, combined beam noise measurement point 23 is disposed 10cm from the normal position of vibration response measurement point 13, and combined beam noise measurement point 24 is disposed 1m from the normal position of vibration response measurement point 12. Microphones 500 are arranged at a combined beam noise measuring point 21, a combined beam noise measuring point 22, a combined beam noise measuring point 23 and a combined beam noise measuring point 24 to measure the whole noise of the combined beam.
The 1/2 length section position of the combination beam is the 2 nd group measuring point:
the vibration responsive measuring point 14 of the steel beam 200 is arranged on the upper surface of the concrete slab 100, the vibration responsive measuring point 15 is arranged on the side of the web 202 of the steel beam 200, and the vibration responsive measuring point 16 is arranged on the upper surface of the lower flange plate 203 of the steel beam 200. An accelerometer 400 is positioned at vibration response station 14, vibration response station 15, and vibration response station 16 to measure normal acceleration.
Combined beam noise measurement point 25 is disposed 10cm from the normal position of vibration response measurement point 14, combined beam noise measurement point 26 is disposed 10cm from the normal position of vibration response measurement point 15, combined beam noise measurement point 27 is disposed 10cm from the normal position of vibration response measurement point 16, and combined beam noise measurement point 28 is disposed 1m from the normal position of vibration response measurement point 15. Microphones 500 are arranged at a combined beam noise measuring point 25, a combined beam noise measuring point 26, a combined beam noise measuring point 27 and a combined beam noise measuring point 28 to measure the whole noise of the combined beam.
The distribution of the measuring points of the 1 st group and the 2 nd group, the accelerometer and the microphone are the same.
Since vibration response measuring point 15, composite beam noise measuring point 26 are hidden by composite beam noise measuring point 28 in fig. 2, the three guiding lines point to the same point, specifically, the position of composite beam noise measuring point 28 refers to composite beam noise measuring point 24 in fig. 3, the position of vibration response measuring point 15 refers to vibration response measuring point 12 in fig. 3, and the position of composite beam noise measuring point 26 refers to composite beam noise measuring point 22 in fig. 3.
The 3/4 length section position of the combination beam is the 3 rd group measuring point:
the vibration response measuring point 17 of the steel beam 200 is arranged on the upper surface of the concrete slab 100, the vibration response measuring point 18 is arranged on the side surface of the web 202 of the steel beam 200, and the vibration response measuring point 19 is arranged on the upper surface of the lower flange plate 203 of the steel beam 200. An accelerometer 400 is positioned at vibration response measurement point 17, vibration response measurement point 18, and vibration response measurement point 19 to measure normal acceleration.
Combined beam noise measurement point 29 is disposed 10cm from the normal position of vibration response measurement point 17, combined beam noise measurement point 30 is disposed 10cm from the normal position of vibration response measurement point 18, combined beam noise measurement point 31 is disposed 10cm from the normal position of vibration response measurement point 19, and combined beam noise measurement point 32 is disposed 1m from the normal position of vibration response measurement point 18. Microphones 500 are arranged at a combined beam noise measuring point 29, a combined beam noise measuring point 30, a combined beam noise measuring point 31 and a combined beam noise measuring point 32 to measure the whole noise of the combined beam.
The distribution of the measuring points of the 1 st group and the 3 rd group is the same as that of the accelerometers and the microphones.
Since the vibration response measuring point 18 and the composite beam noise measuring point 30 are shielded by the composite beam noise measuring point 32 in fig. 2, the three guiding lines point to the same point, specifically, the position of the composite beam noise measuring point 32 refers to the composite beam noise measuring point 24 in fig. 3, the position of the vibration response measuring point 18 refers to the vibration response measuring point 12 in fig. 3, and the position of the composite beam noise measuring point 30 refers to the composite beam noise measuring point 22 in fig. 3.
Identifying steel-concrete composite beam damage by:
according to 1/3 octave frequency domain analysis, the influence rule of three single damage types on the composite beam noise is obviously different.
1: the influence of two single working conditions of stud damage and concrete slab elastic modulus damage on the integral vibration of the composite beam is not obvious, and the maximum amplitude of integral noise sound pressure values generated by the two working conditions is not more than 15% compared with the maximum amplitude generated when the integral noise sound pressure values are not damaged in a frequency range of 20-160 Hz; the steel beam crack damage greatly contributes to the whole vibration of the composite beam, and in the frequency band, particularly at the position of 40Hz, namely the position near the first-order vertical natural vibration frequency of the composite beam, when the lower flange plate cracks, the change amplitude exceeds 15%, and the maximum amplitude can reach 30% along with the development of the web plate crack.
The stud damage working condition changes the constraint condition of the composite beam to influence the local vibration of the composite beam. At the middle and high frequency range of 160 and 2500Hz, the sound pressure value of the whole noise generated under the damage condition of the single stud is changed by about 50 percent compared with the maximum amplitude generated under the damage-free condition; the steel beam crack damage working condition and the concrete slab elastic modulus damage have small influence on the local vibration of the composite beam, and the maximum amplitude of the change generated in the frequency band is not more than 15%.
2: when the coupling damage of the stud and the steel beam occurs, the integral rigidity of the composite beam is obviously reduced due to the damage of the steel beam, the variation trend of the damage of the stud is larger than that of the damage working condition without the stud in the medium-high frequency, and the coupling damage working condition integrates the characteristics of two single damage working conditions. When coupling damage is generated, in the frequency range of 160-2500Hz, the integral noise sound pressure is reduced by about 23% at the position of 40Hz, namely the position close to the first-order vertical natural vibration frequency of the combination beam, compared with the maximum amplitude of 50% generated under the non-damage working condition.
3: defining the relative reduction value of noise and sound pressure of the combined beam at 40Hz, namely near the first-order vertical natural vibration frequency as K;
in the formula, P0The noise sound pressure of the combination beam near the first-order vertical natural vibration frequency under the lossless working condition; p1The noise sound pressure of the combination beam is near the first-order vertical natural vibration frequency of the working condition to be measured.
When K > 11%, the beam can be considered to be in an unsafe state. That is, when the degree of reduction of the noise sound pressure of the composite beam near the first-order vertical natural frequency is less than 11%, it is determined that the composite beam is safe, and when the degree of reduction of the noise sound pressure of the composite beam near the first-order vertical natural frequency is greater than 11%, it is determined that the composite beam is unsafe.
Therefore, the main damage type of the steel-concrete composite beam can be judged according to the change relation of the overall noise and the frequency of the composite beam, and the safety evaluation is carried out on the composite beam.
Inputting a normal acceleration signal acquired by an accelerometer 400 serving as a normal acceleration measuring device and a noise signal acquired by a microphone 500 serving as a noise acquisition device into a computer, establishing an accurate combined beam damage model by using ansys by taking the combined beam stud connectivity, the steel beam crack height and the concrete slab crack width as variables, and introducing VAone to preliminarily analyze the noise change rule of the steel-concrete combined structure under different damage types and degrees.
And designing and implementing a noise test of the steel-concrete composite beam structural member by combining survey results about the damage type and the damage degree of the composite beam in the existing actual steel-concrete composite beam structure and considering the design parameters and the construction current situation of the steel-concrete composite beam structure in actual engineering, and finally correcting the model through test data to further obtain the steel-concrete composite beam damage identified by applying structural noise.
The embodiments in the present description are described in a progressive manner, each embodiment focuses on differences from other embodiments, and the same and similar parts among the embodiments are referred to each other. The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (3)
1. A steel-concrete composite beam damage identification method applying structural noise is characterized in that:
a set of measuring points comprising three vibration response measuring points and four combined beam noise measuring points are arranged on a steel-concrete combined beam consisting of a support, a steel beam and a concrete slab from bottom to top:
arranging a vibration response measuring point on the upper surface of the concrete slab, and arranging a combined beam noise measuring point 10cm away from the normal position of the vibration response measuring point;
vibration response measuring points are arranged on the side face of a web plate of the steel beam, and combined beam noise measuring points are respectively arranged at positions 10cm away from the normal position of the vibration response measuring point and 1m away from the normal position of the vibration response measuring point; a
A vibration response measuring point is arranged on the upper surface of the lower flange plate of the steel beam, and a combined beam noise measuring point is arranged 10cm away from the normal position of the vibration response measuring point;
placing an accelerometer at each vibration response measuring point to measure normal acceleration; placing a microphone at each noise measuring point of the composite beam to measure the whole noise of the composite beam;
knocking each combined beam at intervals by using a force hammer as an excitation tool;
the normal acceleration signal collected by the accelerometer and the noise signal collected by the microphone are connected to a receiver by a data line, and the receiver transmits the signals to a computer for processing.
2. The steel-concrete composite beam damage identification method applying the structural noise according to claim 1, wherein: respectively arranging a group of measuring points comprising three vibration response measuring points and four combined beam noise measuring points on the 1/4, 1/2 and 3/4 sections of the combined beams, and placing an accelerometer at each vibration response measuring point to measure normal acceleration; and placing a microphone at each noise measuring point of the composite beam to measure the whole noise of the composite beam.
3. The steel-concrete composite beam damage identification method applying the structural noise according to claim 1, wherein: establishing an accurate composite beam damage model by using ansys and taking the bolt nail connectivity of the composite beam, the steel beam crack height and the concrete slab crack width as variables, and introducing VAone to preliminarily analyze the noise change rule of the steel-concrete composite structure under different damage types and degrees; and judging the main damage type of the steel-concrete composite beam according to the change relation of the integral noise and the frequency of the composite beam.
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| CN116070105A (en) * | 2023-03-17 | 2023-05-05 | 湖北工业大学 | Combined beam damage identification method and system based on wavelet transformation and residual error network |
| WO2023151681A1 (en) * | 2022-02-11 | 2023-08-17 | 中交基础设施养护集团有限公司 | Passive exciting type bridge flaw detection device |
| WO2023214454A1 (en) * | 2022-05-02 | 2023-11-09 | 日本電信電話株式会社 | Monitoring system, monitoring method, and computing device |
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