CN111830136A - Ballastless track concrete structure damage detection method based on stress wave - Google Patents
Ballastless track concrete structure damage detection method based on stress wave Download PDFInfo
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- CN111830136A CN111830136A CN202010787378.6A CN202010787378A CN111830136A CN 111830136 A CN111830136 A CN 111830136A CN 202010787378 A CN202010787378 A CN 202010787378A CN 111830136 A CN111830136 A CN 111830136A
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- G01N29/00—Investigating or analysing materials by the use of ultrasonic, sonic or infrasonic waves; Visualisation of the interior of objects by transmitting ultrasonic or sonic waves through the object
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- G—PHYSICS
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Abstract
The invention relates to a method for detecting damage of a ballastless track concrete structure based on a stress wave, which specifically comprises the following steps of identifying the position and depth of the damage between layers by adopting the peak value of a stress wave reflection spectrum curve of a track slab: arranging an acceleration sensor on the track slab to receive the stress wave time domain signal, and obtaining a frequency spectrum curve of the track slab through the time domain signal reflected by the stress wave; the propagation depth of the stress wave is calculated using the peak of the spectral curve to determine whether the lesion is present and the specific depth. The method utilizes the stress wave reflection theory and combines the peak value of the frequency spectrum curve of the track slab to identify the presence or absence and the depth of the damage of the track slab, is a nondestructive testing method, has simple and convenient test operation and visual and clear testing result, not only can identify the presence or absence of the damage, but also can accurately position the depth of the damage.
Description
Technical Field
The invention relates to the technical field of railway tracks, in particular to a method for detecting damage of a ballastless track concrete structure based on stress waves.
Background
At present, the operating mileage of the ballastless track in China is about 3.5 kilometers, and the ballastless track is the first in the world. The ballastless track structure mainly comprises CRTS I type double-block type, CRTS I type plate type and CRTS III type plate type ballastless tracks and the like, the ballastless track structure is exposed in the atmospheric environment and bears the continuous examination of rainwater, environmental temperature and train load, and the structure of the ballastless track structure is damaged to different degrees along with the increase of operation time.
The ballastless track concrete structure system is a large concrete structure and a typical layered structure, different ballastless track structures are divided into unit plates and longitudinal connecting plates, most of damages of the ballastless track structures exist in the track plates, the track bed plates and between the track plates (track bed plates) and bed plates, and the damages are difficult to directly observe by naked eyes. At present, methods for detecting concrete damage include resiliometer detection, infrared thermal imaging, ground penetrating radar and the like. The resiliometer detects the surface layer strength of a general test structure, and the strength of a deeper structure cannot be measured; the detection environment of infrared thermal imaging has a large influence on the detection result, so that micro damages such as cracks, cavities and the like are difficult to detect. The ground penetrating radar utilizes the principle of electromagnetic waves, but reinforcing steel bars are densely distributed in a ballastless track bed plate or a track plate, and the accuracy of damage detection is influenced by the reflection of the reinforcing steel bars to the electromagnetic waves.
Disclosure of Invention
The invention aims to provide a stress wave-based method for detecting damage of a ballastless track concrete structure, which is based on a stress wave reflection theory and can identify the position and depth of damage by using the peak value of a frequency spectrum curve of a track plate, and can identify the interlayer void of a CRTS I type slab ballastless track, the interlayer void of a CRTS II type slab ballastless track, the interlayer crack separation damage of a CRTS I type double-slab ballastless track and the cavity damage of the track plate.
The technical scheme adopted by the invention is as follows:
the ballastless track concrete structure damage detection method based on the stress wave is characterized by comprising the following steps:
according to a stress wave time domain signal obtained by an acceleration sensor arranged on a track slab, a stress wave reflection frequency spectrum curve is obtained, and according to the peak value of the frequency spectrum curve, the depth of a stress wave reflection surface is inversely calculated through the relation between frequency and a stress wave; if the thickness of the track plate is equal to that of the track plate, the track plate is not damaged; if the depth of the reflecting surface is smaller than the thickness of the track slab, the damage in the track slab is judged, and the specific depth of the damage can be calculated.
The method comprises the following steps:
the method comprises the following steps: arranging an acceleration sensor on the track slab, knocking by a force hammer to generate stress waves, receiving time domain signals by the acceleration sensor, and obtaining a frequency spectrum curve of the track slab according to the time domain signals reflected by the stress waves;
step two: the propagation depth of the stress wave is calculated using the peak of the spectral curve to determine whether the lesion is present and the specific depth.
The time domain signal of the stress wave reflection is obtained through an acceleration sensor arranged on the surface of the track slab, and the acceleration sensor is arranged at the longitudinal and transverse intervals of 0.2m on the track slab.
In the first step, the track slab time domain signal is converted into a frequency spectrum curve through Fourier transform.
Step two, calculating the reflection depth of the stress wave according to the peak value of the frequency spectrum curve by adopting the following formula, wherein if the depth of the reflection surface of the stress wave is equal to the thickness of the track slab, the track slab is not damaged; if the depth of the reflecting surface is smaller than the thickness of the track slab, judging that the track slab has damage:
wherein:
f, the peak value of the frequency spectrum curve of the track slab;
Cpp-the propagation wave velocity of the stress wave through the thickness of the plate;
d-reflection depth, i.e. the distance from the reflection surface to the test surface; the test surface is the surface of the track plate; the reflecting surface is made of different materials or a boundary surface of air and concrete.
The wave velocity of the stress wave can be calculated by prefabricating a concrete test piece which is made of the same material as the track slab and has a known thickness, using a force hammer to excite the test piece on one side, installing an acceleration sensor on the opposite side, and calculating the propagation velocity of the stress wave according to the time difference between the knocking of the force hammer and the time domain signal receiving of the acceleration sensor.
The invention has the following advantages:
the method utilizes the stress wave reflection theory and combines the peak value of the frequency spectrum curve of the track slab to identify the presence or absence and the depth of the damage of the track slab, is a nondestructive testing method, has simple and convenient test operation and visual and clear testing result, not only can identify the presence or absence of the damage, but also can accurately position the depth of the damage.
Drawings
FIG. 1 is a schematic diagram of the principle of the invention for identifying damage by stress wave;
FIG. 2 is a diagram illustrating the propagation law of the stress wave in the ballastless track concrete structure according to the present invention;
FIG. 3 is a schematic view of the void/crack damage of the track slab of the present invention;
FIG. 4 is a frequency spectrum graph of a rail plate void/crack damage rail plate according to the present invention;
FIG. 5 is a schematic view of the rail plate honeycomb damage of the present invention;
fig. 6 is a frequency spectrum graph of the cellular damaged track slab of the track slab.
Detailed Description
The present invention will be described in detail with reference to specific embodiments.
The invention relates to a method for detecting damage of a ballastless track concrete structure based on a stress wave, which comprises the steps of solving a stress wave reflection frequency spectrum curve according to a stress wave time domain signal obtained by an acceleration sensor arranged on a track slab, reversely calculating the depth of a stress wave reflection surface according to the peak value of the frequency spectrum curve and the relation between frequency and the stress wave, and if the depth is equal to the thickness of the track slab, the damage in the track slab is avoided; if the depth of the reflecting surface is smaller than the thickness of the track slab, the damage in the track slab is judged, and the specific depth of the damage can be calculated.
The method specifically comprises the following steps:
the method comprises the following steps: arranging an acceleration sensor on the track slab, knocking by a force hammer to generate stress waves, receiving time domain signals by the acceleration sensor, and obtaining a frequency spectrum curve of the track slab according to the time domain signals reflected by the stress waves;
step two: the propagation depth of the stress wave is calculated using the peak of the spectral curve to determine whether the lesion is present and the specific depth.
The time domain signals reflected by the stress waves are acquired through an acceleration sensor arranged on the surface of a track plate, the acceleration sensor is arranged at a distance of 0.2m in the longitudinal direction and the transverse direction of the track plate (except a sleeper), the time domain signals on the surface of the track plate are acquired in a single-point excitation multi-point acquisition mode, and the multi-point time domain signals are acquired through a multi-channel acceleration signal acquisition instrument. When a force hammer or other excitation equipment is used for knocking the surface of a ballastless track slab, an instantaneous stress wave is formed, when the stress wave meets honeycomb, gap or CA mortar, ballast bed and base concrete side interfaces in the propagation process, because the wave impedances of the two interfaces are different, the two interfaces are reflected to form instantaneous vibration signals, and then time domain signals are converted into frequency spectrum curves through signal processing. In the first step, the track slab time domain signal is converted into a frequency spectrum curve through Fourier transform.
Step two, calculating the reflection depth of the stress wave according to the peak value of the frequency spectrum curve by adopting the following formula, wherein if the depth of the reflection surface of the stress wave is equal to the thickness of the track slab, the track slab is not damaged; and if the depth of the reflecting surface is less than the thickness of the track slab, judging that the track slab has damage):
wherein:
f, the peak value of the frequency spectrum curve of the track slab;
Cpp-the propagation wave velocity of the stress wave through the thickness of the plate;
d-reflection depth, i.e. the distance of the reflecting surface from the test surface. The test surface is the surface of the track slab, and the reflecting surface is the boundary surface of different materials or air and concrete.
The wave velocity of the stress wave can be calculated by prefabricating a concrete test piece which is made of the same material as the track slab and has a known thickness, using a force hammer to excite the test piece on one side, installing an acceleration sensor on the opposite side, and calculating the propagation velocity of the stress wave according to the time difference between the knocking of the force hammer and the time domain signal receiving of the acceleration sensor.
The invention is not limited to the examples, and any equivalent changes to the technical solution of the invention by a person skilled in the art after reading the description of the invention are covered by the claims of the invention.
Claims (6)
1. The ballastless track concrete structure damage detection method based on the stress wave is characterized by comprising the following steps:
according to a stress wave time domain signal obtained by an acceleration sensor arranged on a track slab, a stress wave reflection frequency spectrum curve is obtained, and according to the peak value of the frequency spectrum curve, the depth of a stress wave reflection surface is inversely calculated through the relation between frequency and a stress wave; if the thickness of the track plate is equal to that of the track plate, the track plate is not damaged; if the depth of the reflecting surface is smaller than the thickness of the track slab, the damage in the track slab is judged, and the specific depth of the damage can be calculated.
2. The method for detecting the damage of the ballastless track concrete structure based on the stress wave according to claim 1, characterized in that:
the method comprises the following steps:
the method comprises the following steps: arranging an acceleration sensor on the track slab, knocking by a force hammer to generate stress waves, receiving time domain signals by the acceleration sensor, and obtaining a frequency spectrum curve of the track slab according to the time domain signals reflected by the stress waves;
step two: the propagation depth of the stress wave is calculated using the peak of the spectral curve to determine whether the lesion is present and the specific depth.
3. The method for detecting damage of the ballastless track concrete structure based on the stress wave according to claim 2, characterized in that:
the time domain signal of the stress wave reflection is obtained through an acceleration sensor arranged on the surface of the track slab, and the acceleration sensor is arranged at the longitudinal and transverse intervals of 0.2m on the track slab.
4. The method for detecting damage of the ballastless track concrete structure based on the stress wave according to claim 3, characterized in that:
in the first step, the track slab time domain signal is converted into a frequency spectrum curve through Fourier transform.
5. The method for detecting damage of the ballastless track concrete structure based on the stress wave according to claim 4, characterized in that:
step two, calculating the reflection depth of the stress wave according to the peak value of the frequency spectrum curve by adopting the following formula, wherein if the depth of the reflection surface of the stress wave is equal to the thickness of the track slab, the track slab is not damaged; if the depth of the reflecting surface is smaller than the thickness of the track slab, judging that the track slab has damage:
wherein:
f, the peak value of the frequency spectrum curve of the track slab;
Cpp-the propagation wave velocity of the stress wave through the thickness of the plate;
d-reflection depth, i.e. the distance from the reflection surface to the test surface; the test surface is the surface of the track plate; the reflecting surface is made of different materials or a boundary surface of air and concrete.
6. The method for detecting damage of the ballastless track concrete structure based on the stress wave according to claim 5, characterized in that:
the wave velocity of the stress wave can be calculated by prefabricating a concrete test piece which is made of the same material as the track slab and has a known thickness, using a force hammer to excite the test piece on one side, installing an acceleration sensor on the opposite side, and calculating the propagation velocity of the stress wave according to the time difference between the knocking of the force hammer and the time domain signal receiving of the acceleration sensor.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113295203A (en) * | 2021-05-11 | 2021-08-24 | 内蒙古显鸿科技股份有限公司 | Passive wireless high-speed rail track board real-time online monitoring system device |
| CN114620090A (en) * | 2022-05-11 | 2022-06-14 | 西南交通大学 | Ballastless track gap size detection device based on thermal imaging |
| CN115856078A (en) * | 2022-11-28 | 2023-03-28 | 西南交通大学 | Self-feedback-adjusted intelligent detection system for hidden damage of mortar of ballastless track |
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| CN104563083A (en) * | 2015-01-15 | 2015-04-29 | 中铁第四勘察设计院集团有限公司 | Structure and method for detecting disengaging status of ballast-less track base of high speed railway by impact elastic waves |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113295203A (en) * | 2021-05-11 | 2021-08-24 | 内蒙古显鸿科技股份有限公司 | Passive wireless high-speed rail track board real-time online monitoring system device |
| CN114620090A (en) * | 2022-05-11 | 2022-06-14 | 西南交通大学 | Ballastless track gap size detection device based on thermal imaging |
| CN115856078A (en) * | 2022-11-28 | 2023-03-28 | 西南交通大学 | Self-feedback-adjusted intelligent detection system for hidden damage of mortar of ballastless track |
| CN115856078B (en) * | 2022-11-28 | 2023-11-07 | 西南交通大学 | Self-feedback-regulation ballastless track mortar hidden damage intelligent detection system |
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