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Girder type structure crack damage identification method under non-reference data condition

A damage identification, no benchmark technology, applied in character and pattern recognition, computer parts, instruments, etc., can solve problems such as large amount of calculation, high model accuracy requirements, no benchmark data, etc., to achieve the effect of reducing the amount of calculation

Active Publication Date: 2018-09-18
KUNMING UNIV OF SCI & TECH
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  • Summary
  • Abstract
  • Description
  • Claims
  • Application Information

AI Technical Summary

Problems solved by technology

[0004] Aiming at the problems existing in current damage identification methods such as no reference data, high requirements for model accuracy, and large amount of calculation, the present invention provides a beam structure crack damage identification method under the condition of no reference data

Method used

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  • Girder type structure crack damage identification method under non-reference data condition
  • Girder type structure crack damage identification method under non-reference data condition
  • Girder type structure crack damage identification method under non-reference data condition

Examples

Experimental program
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Effect test

Embodiment 1

[0032] Example 1: In this example, the damage identification experiment is carried out on a reinforced concrete beam with prefabricated crack damage. The crack is located at the mid-span position of the beam, and its depth is 5% of the beam height. In order to obtain the dynamic response signal of the beam, in the experiment The beam is stimulated by hammering. In the experiment, the signal acquisition time is 300 seconds, and the sampling frequency is 2kHz;

[0033] Such as figure 1 As shown, a beam structure crack damage identification method without benchmark data, the specific steps are as follows:

[0034] (1) Evenly arrange 11 measuring points at the bottom of the beam, the measuring sensor is a resistance strain gauge, and the distance between each measuring point is 50cm, as figure 2 Shown; the dynamic response signal Si of the acquisition beam j Such as image 3 As shown; due to the similarity of the waveforms of the time-domain signals of each measuring point and...

Embodiment 2

[0045] Embodiment 2: In this embodiment, the damage identification experiment is carried out on the reinforced concrete beam with prefabricated crack damage. The crack is located at the mid-span position of the beam, and its depth is 10% of the beam height. In order to obtain the dynamic response signal of the beam, in the experiment The beam is stimulated by hammering. In the experiment, the signal acquisition time is 300 seconds, and the sampling frequency is 2kHz;

[0046] A crack damage identification method for beam structures without benchmark data, the specific steps are as follows:

[0047] (1) Evenly arrange 11 measuring points at the bottom of the beam, the measuring sensor is a resistance strain gauge, the distance between each measuring point is 50cm, and the dynamic response signal Si of the beam is collected j ;

[0048] (2) For the dynamic response signal Si obtained in step (1) j Perform Fourier transform to obtain the dynamic response signal spectrum;

[00...

Embodiment 3

[0058] Embodiment 3: In this embodiment, the damage identification experiment is carried out on the reinforced concrete beam with prefabricated crack damage. The crack is located at the mid-span position of the beam, and its depth is 15% of the beam height. In order to obtain the dynamic response signal of the beam, in the experiment The beam is stimulated by hammering. In the experiment, the signal acquisition time is 300 seconds, and the sampling frequency is 2kHz;

[0059] A crack damage identification method for beam structures without benchmark data, the specific steps are as follows:

[0060] (1) Evenly arrange 11 measuring points at the bottom of the beam, the measuring sensor is a resistance strain gauge, the distance between each measuring point is 50cm, and the dynamic response signal Si of the beam is collected j ;

[0061] (2) For the dynamic response signal Si obtained in step (1) j Perform Fourier transform to obtain the dynamic response signal spectrum;

[00...

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Abstract

The invention relates to a girder type structure crack damage identification method under a non-reference data condition, and belongs to the bridge structure health diagnosis technical field; the method comprises the following steps: acquiring a dynamic response signal Sij of a girder, carrying out Fourier transform so as to obtain a dynamic response signal frequency spectrum, and finding a corresponding frequency point of a first order vibration signal; determining the upper limit frequency fh and the lower limit frequency fl of the first order vibration signal according to a binary system wavelet transformation frequency range dividing method, and building a harmonic wave wavelet primary function frequency domain expression; carrying out harmonic wave wavelet packet transformation for the Sij, and extracting the first order vibration signal Sij<1>; respectively finding all peaks and valleys in the Sij<1>, and using a cubic spline fitting mode to calculate a peak envelope line lc anda valley envelope line lt; substituting ordinate data of lc and lt into a damage index calculating formula, and solving Dj; drawing Dj into the same graph; if the Dj in the measuring point k is the peak value, i.e., the measuring point k is the damage position, the bigger the gradient of the peak value-valley value connecting line, the bigger the damages.

Description

technical field [0001] The invention relates to a beam structure crack damage identification method under the condition of no reference data, and belongs to the technical field of bridge structure health diagnosis. Background technique [0002] Bridges play an important role in modern transportation networks. Especially in the newly built highways and railways, not only the proportion of bridges is getting higher and higher, but also various super-large bridges continue to appear. However, under the action of daily loads, corrosion, material aging and other factors, bridges often suffer from varying degrees of damage, which reduces the ability of the structure to carry normal loads and resist environmental impacts, leading to catastrophic accidents. Therefore, the accurate detection of bridge structure damage is of great significance. [0003] At present, commonly used detection methods are divided into static detection and dynamic detection. Most of the static inspection...

Claims

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Application Information

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Patent Type & Authority Applications(China)
IPC IPC(8): G06K9/00
CPCG06F2218/06G06F2218/00
Inventor 叶飞马琨吴加权张馨予肖驰
Owner KUNMING UNIV OF SCI & TECH
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