WO2002031494A1 - Module d'impact utilisant des billes en acier servant a effectuer le controle de qualite d'une structure en beton - Google Patents

Module d'impact utilisant des billes en acier servant a effectuer le controle de qualite d'une structure en beton Download PDF

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Publication number
WO2002031494A1
WO2002031494A1 PCT/CN2000/000319 CN0000319W WO0231494A1 WO 2002031494 A1 WO2002031494 A1 WO 2002031494A1 CN 0000319 W CN0000319 W CN 0000319W WO 0231494 A1 WO0231494 A1 WO 0231494A1
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WO
WIPO (PCT)
Prior art keywords
wave
concrete
tapping
steel ball
waves
Prior art date
Application number
PCT/CN2000/000319
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English (en)
Chinese (zh)
Inventor
Yiching Lin
Original Assignee
Yiching Lin
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Yiching Lin filed Critical Yiching Lin
Priority to AU2000277688A priority Critical patent/AU2000277688A1/en
Priority to PCT/CN2000/000319 priority patent/WO2002031494A1/fr
Publication of WO2002031494A1 publication Critical patent/WO2002031494A1/fr

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Classifications

    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
    • G01N33/38—Concrete; Lime; Mortar; Gypsum; Bricks; Ceramics; Glass
    • G01N33/383—Concrete or cement

Definitions

  • the invention relates to a steel ball striking assembly for quality inspection of concrete structures, which has a steel ball tapper for automatically recording the time of occurrence of the wave source, so as to generate stress waves and record the occurrence time of the wave source when the concrete structure is non-destructively detected.
  • the improvement becomes complete with only a single receiver. It not only saves costs, but also simplifies the detection and signal analysis work, greatly improves the efficiency of concrete structure inspection work, and improves the non-destructive testing technology level of civil engineering buildings and improves engineering quality. Background technique
  • Quality inspection and safety inspection are indispensable tasks to ensure the quality of civil construction construction and future safety. This inspection usually requires non-destructive testing.
  • Nondestructive Testing technology assistance.
  • the mixed soil material is the most used material in civil engineering construction.
  • the development of non-destructive testing technology for concrete is far slower than that of metal materials.
  • the main reason is that concrete is highly uneven material and the concrete crusting size is relatively large.
  • Ultrasonic method is a well-known non-destructive testing method, which has a wide range of applications, including metal material defects, welding quality, residual stress, human body inspection, etc., but its application on concrete materials is not ideal.
  • the main disadvantages are as follows: (1) The high-frequency waves introduced into the concrete by ultrasonic waves are easily scattered by the small pores inside the concrete. Although there are already lower-frequency ultrasonic devices listed, the wave source generated by the piezoelectric material is stimulated by voltage. , energy is still insufficient, limiting the distance of stress wave propagation; (2) the probe size is too large, in order to effectively generate the excitation source and signal reception, the concrete surface must be specially treated and coated with coupling fluid, and appropriate pressure should be given during the measurement
  • the Impact-Echo Method was proposed in the mid-1980s, which introduced stress waves into concrete test subjects by tapping.
  • the energy level and frequency of the stress wave can be controlled by adjusting the tapping force and the taper size;
  • the signal receiver used in the tapping echo method is composed of inverted cone piezoelectric material, which is combined with concrete.
  • the contact of the surface is point contact, so the concrete surface does not need to be smoothed.
  • the application of the tapping echo method in the quality inspection of concrete structures has been quite effective.
  • the measurement of the thickness of concrete slabs has been incorporated into the 1998 ASTM standard.
  • the tapper used in the tapping method is a small steel ball with a diameter of 3 to 20 mm.
  • ⁇ -wave and S-wave are hemispherical to the inside of the object Propagation, while R-waves are confined to the surface to spread out in a circular manner.
  • the wave source occurs at the moment when the copper bead 91 contacts the surface of the concrete 92.
  • the force versus time curve caused by the contact between the steel ball 91 and the concrete 92 is as shown in Fig. 1B, where tc is defined as the contact time of the tapping, but due to the knocking of the steel ball 91
  • the surface of the concrete 92 is mechanically active, and the source time of the wave source cannot be directly obtained. Therefore, the prior art has two signal receivers 93 and 94 disposed adjacent thereto to indirectly determine the generation time of the wave source.
  • the principle of detecting the crack depth d of the vertical surface of concrete crust by this indirect method is as follows:
  • the longitudinal wave (P-wave) and the transverse wave (S-wave) generated after the tapping on the concrete surface will propagate to the inside of the object (Fig. 2 ⁇ ). Since the F-wave velocity is faster, the wavefront of the ⁇ -wave (Wavefront) first encounters the tip of the crack, while the S-wave follows, the incident P-wave will produce a diffracted wave at the tip of the crack (Fig. 2B), as another wave source is formed at the tip of the crack, with a spherical waveform
  • the mode propagates in all directions (Fig. 2C); disturbances are generated when the diffracted waves are transmitted back to the striking surface. In order to record the stress wave from the tapping source, it is diffracted through the crack tip and then reaches the crack.
  • the walking time of one side surface, so two receivers for detecting the vertical displacement of the surface of the object are used.
  • the displacement waveform monitored by the receiver 93 on the same side as the tapping point mainly due to the arrival of the R-wave, resulting in a rather significant downward displacement
  • the subsequent waveform It is caused by the disturbance caused by the arrival of the reflected wave and the diffracted wave; in addition, the initial disturbance signal monitored by the receiver 94 on the different side of the tapping point is caused by the arrival of the P-wave around the crack tip, because The surface cracking crack blocks or delays the arrival of the R-wave, and the measured displacement waveform is caused by the arrival of the subsequent reflected wave and the diffraction wave.
  • FIG. 3A is a schematic diagram of a crack detection test.
  • the distance between the first receiver 93 and the tapping source is H0, and the distance between the tapping source and the second receiver 94 and the crack is respectively! ⁇ And! ⁇ , when the second-receiver 93 receives the R-wave downward displacement reaction, the entire signal monitoring system will be activated, and the wavefront arrival time of this R-wave is assumed to be (Fig. 3B).
  • the crack diffraction wave arrival time recorded by the two receivers 94 is ⁇ 2 (as shown in FIG. 3C), and the time from the arrival of the first receiver 93 to the arrival of the R-wave to the second receiver 94 detecting the arrival of the diffraction wave is - .
  • the tapping occurs at a certain time before the first receiver 93 detects the arrival of the R-wave, and therefore, the time at which the tapping occurs must be reversed.
  • This time should be the time required for the R-wave to propagate from the tapping source to the first receiver 93, that is, the H Q divided by the R-wave velocity (C R ), so the F-wave is struck from the source to the second
  • the total time ( ⁇ ) traveled by the receiver 94 can be calculated according to the following formula: After the total time is obtained, the total path taken by the ⁇ -wave is equal to the ⁇ -wave velocity (C p ) multiplied by the total time. Therefore, the depth (d) of the surface crack can be calculated according to the following formula:
  • Figures 4 to 6 show an example of crack detection for a known depth of 0.184 meters.
  • the depth of the surface crack to be detected is known from equations (1) and (2).
  • Crack detection can be subdivided into the following stages:
  • the first stage (measuring the R-wave wave velocity C R ):
  • two receivers 93, 94 are disposed on the surface of the concrete 92 at a distance H from each other, and on a straight line of the two receivers 93, 94, a certain distance from the first receiver 93.
  • Applying a tap as shown in FIG. 4A, if the tap source is sufficiently distant from the first and second receivers 93, 94, the detected vertical displacement waveform, except that the arrival of the R-wave is apparent, It is also possible to see the P-wave that propagates along the surface of the concrete 92 before the R-wave arrives, and the vertical displacement due to the effect of the cypress.
  • 4B and 4C are waveforms measured when the first and second receivers 93 and 9 are separated by 0.09 m.
  • the second stage (measuring the P-wave velocity C P ):
  • the waveforms of FIG. 5B and FIG. 5C can be obtained.
  • the displacement response of the P-wave to the first receiver 93 and the second receiver 94 can be clearly seen, and the P-wave arrives.
  • the times of the first and second receivers 93, 94 are -101.0 and -78.0 ⁇ ⁇ , respectively, and the wave velocity of the F-wave is 3913 m/s as in the previous calculation.
  • the initial time (t) of the downward perturbation caused by the arrival of the R-wave is -49.2 ⁇ 8; the second receiver 94 is disposed at the opposite side of the tapping source, so that the first wave that is detected is the The diffraction wave diffracted by the crack tip, the waveform shown in Fig. 6C clearly recognizes that the time ( ⁇ ) at which the diffraction wave arrives is 27.4 ⁇ .
  • the time of the tapping must be reversed by the formula (1), that is, from the measured R-wave velocity of 1974 m/s and the formula (1), the P-wave can be determined to be diffracted through the crack tip to reach the second
  • the travel time (At) of the receiver 94 is 101.9 s.
  • the crack depth is 0.186 m, which is only 0.002 m from the known crack depth of 0.184 m.
  • the R-wave must be measured first to estimate the time of occurrence of the wave source: the calculation is more complicated, and the difficulty and variability in the detection are increased, which also reduces the efficiency of the inspection work and increases the cost.
  • the main object of the present invention is to solve the above problem of poor detection efficiency, and provide a
  • a steel ball tapper that automatically records the time of occurrence of the wave source, and the piezoelectric material installed in the steel ball is used to track the force response duration of the steel ball knocking on the concrete surface, and then the time when the wave source occurs is introduced, so the detection work only needs a single reception.
  • the device can be completed, which not only saves cost, but also can realize the inspection and signal analysis work, greatly improve the detection efficiency, and improve the non-destructive testing technology level of the civil building structure and improve the engineering quality.
  • 1A is a schematic view of a longitudinal wave (P-wave), a transverse wave (S-wave), and a Rayleigh wave (R-wave) generated after a known concrete surface is given a tap;
  • 1B is a schematic diagram of a force versus time curve of a known tapping source
  • FIGS. 2A, 2B, and 2C are schematic views of longitudinal waves (P-waves) and transverse waves (S-waves) generated by a known concrete surface after being struck;
  • 3A, 3B and 3C are schematic views of a known crack detection test configuration and waveforms measured by two sensors;
  • 4A, 4B and 4C are the actual configuration of the known crack detection test and the waveforms measured before the two sensors are measured;
  • 5A, 5B and 5C are the actual configuration of the known crack detection test and the respectively measured and amplified waveforms before the two sensors are measured;
  • 6A, 6B and 6C are waveforms respectively measured by the actual configuration of the crack detection test and the actual measurement of the two sensors;
  • Figure 7A is a perspective view of the present invention.
  • Figure 7B is a perspective view of a portion of the striker of the present invention.
  • 8A, 8B and 8C are the configuration of the present invention before the seam measurement and the waveforms respectively measured;
  • 9A, 9B and 9C are the configuration of the present invention before the seam measurement and the separately measured and amplified waveforms;
  • 10A, 10B and 10C are the configuration and the separately measured waveforms of the actual seam measurement of the present invention. The best way to implement the invention
  • the present invention includes:
  • a striker 10 having a flexible connecting section 11 having a length of about 10 cm, a striking end 12 fixed to one end of the connecting section 11, and a grip end fixed to the other end of the connecting section 11 13.
  • the striking end 12 is provided with a piezoelectric material embedded in the striking end 12.
  • a radio wave signal is generated and passed through a first electric wire 15 . Emit the signal;
  • a receiver 20 for receiving P-waves, S-waves and R-waves, and transmitting the signals through a second wire 21;
  • a computer 30 which in turn includes an analog/digital interface card 31 for receiving signals transmitted by the first wire 15 and the second wire 21, whereby the computer 30 can calculate the crack depth of the concrete.
  • the present invention provides a steel ball tapper having an automatic recording wave source occurrence time, wherein the steel ball has a diameter of 3 to 20 mm, and the crucible is a ceramic material (piezoelectric material) embedded in the heat-treated hardened knock Inside the hitting end 12 (for example, a steel ball), the positive and negative electric wires reserved on the piezoelectric material 14 are connected to a signal amplifier (not shown) and an analog/digital conversion card 31. 7A and 7B.
  • the striking end 12 (steel ball) strikes the surface of the concrete 92, the striking end 12 is deformed by the pressure, and the piezoelectric material 14 embedded therein is also deformed, thereby generating a voltage and a voltage value.
  • the size is proportional to the force of the tapping end, and the voltage is transmitted to the computer 30 via the first wire 15, a signal amplifier, and an analog/digital conversion card 31 to achieve tracking and recording of the steel ball tapping on the surface of the concrete 92.
  • FIG. 8 to FIG. 10 the figure shows the knot of the embodiment selected for the present invention.
  • the patent application is not limited by this structure. This embodiment can be subdivided into the following stages:
  • the first stage (measuring P-wave velocity C P ):
  • FIG. 8 and FIG. 9 are diagrams showing an example of detecting R-wave (negligible) and P-wave of concrete by using a steel ball tapper of a recording wave source of the present invention, and the test subject used is the same as the above (refer to FIGS. 4 and 5). Since the tap end (steel ball) can record the wave source occurrence time, only one receiver 20 needs to be disposed during the detection. As shown in FIG. 8A, the distance between the tap end 12 (the steel ball) and the receiver 20 is 0.20 m, Fig. 8B is a steel ball tapping duration response waveform recorded after tapping, and Fig. 8C is a waveform recorded by the receiver 40. From the tapping duration response waveform of Fig.
  • the wave velocity of the R-wave can be determined to be 1960 m/ s> is consistent with the wave velocity of 1974 m/s of the R-wave measured in Fig. 4.
  • the calculation of the aforementioned R-wave is only used for reference and verification here, and can be neglected without calculation. From the waveform of Fig. 8C, it can also be found that before the arrival of the R-wave, there is already a displacement disturbance caused by the arrival of the P-wave, but the amplitude is smaller than the disturbance caused by the arrival of the R-wave, if the front part of the waveform is made Partial amplification, the waveform of Figure 9C can be obtained. At this point, the displacement response of the P-wave to the receiver 20 can be clearly seen. The time for the P-wave to reach the receiver 20 is -12.8 ⁇ 3 . The same calculation can be obtained. The wave velocity of the ⁇ -wave is 3906 m/s, which is almost the same as the wave velocity of 3913 m/s of the P-wave measured in Fig. 5.
  • the second stage (determine two H, ie ! ⁇ and ):
  • Figure 10A shows an example of a concrete crack detected by a steel ball with a recordable wave source occurrence time.
  • the tap end (steel ball) 12 is knocked at a distance of 0.03 ml ⁇ ), and the receiver 20 is placed on the other side of the crack at a distance of 0.10 m ( H 2 ).

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  • Chemical & Material Sciences (AREA)
  • Engineering & Computer Science (AREA)
  • Health & Medical Sciences (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Medicinal Chemistry (AREA)
  • Food Science & Technology (AREA)
  • Ceramic Engineering (AREA)
  • Physics & Mathematics (AREA)
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  • General Health & Medical Sciences (AREA)
  • General Physics & Mathematics (AREA)
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  • Investigating Or Analyzing Materials By The Use Of Ultrasonic Waves (AREA)

Abstract

L'invention porte sur un module d'impact utilisant des billes en acier servant à contrôler la qualité d'une dalle en béton. Le module de cette invention se compose d'un dispositif d'impact à billes d'acier permettant de produire des ondes de choc, d'un dispositif de réception destiné à recevoir les signaux des ondes de choc ainsi que d'un ordinateur permettant le traitement des signaux reçus. Le dispositif d'impact à billes d'acier renferme un matériau piézo-électrique destiné à enregistrer la durée d'émission des ondes de choc.
PCT/CN2000/000319 2000-10-13 2000-10-13 Module d'impact utilisant des billes en acier servant a effectuer le controle de qualite d'une structure en beton WO2002031494A1 (fr)

Priority Applications (2)

Application Number Priority Date Filing Date Title
AU2000277688A AU2000277688A1 (en) 2000-10-13 2000-10-13 Ball impact assembly for inspecting the quality of concrete structure
PCT/CN2000/000319 WO2002031494A1 (fr) 2000-10-13 2000-10-13 Module d'impact utilisant des billes en acier servant a effectuer le controle de qualite d'une structure en beton

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Application Number Priority Date Filing Date Title
PCT/CN2000/000319 WO2002031494A1 (fr) 2000-10-13 2000-10-13 Module d'impact utilisant des billes en acier servant a effectuer le controle de qualite d'une structure en beton

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WO2002031494A1 true WO2002031494A1 (fr) 2002-04-18

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113390962A (zh) * 2021-04-30 2021-09-14 同济大学 基于定向敲击的可植入式混凝土构件损伤监测装置及方法
CN113671026A (zh) * 2021-07-05 2021-11-19 武汉理工大学 一种模拟球面波在岩体中传播的实验装置及实验方法

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SU868587A1 (ru) * 1979-12-05 1981-09-30 Днепропетровский инженерно-строительный институт Система дл измерени прочности бетона
US4429575A (en) * 1981-04-24 1984-02-07 Tameyuki Akishika Method for inspecting a non-metallic object by means of impact elastic waves and its apparatus
SU1420526A1 (ru) * 1987-01-20 1988-08-30 Днепропетровский инженерно-строительный институт Способ определени прочности бетона
CN1036829A (zh) * 1988-04-12 1989-11-01 岳宝树 混凝土构件非破损动态强度检测
RU2039353C1 (ru) * 1991-09-27 1995-07-09 Зубков Владимир Александрович Способ определения прочности бетона

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
SU868587A1 (ru) * 1979-12-05 1981-09-30 Днепропетровский инженерно-строительный институт Система дл измерени прочности бетона
US4429575A (en) * 1981-04-24 1984-02-07 Tameyuki Akishika Method for inspecting a non-metallic object by means of impact elastic waves and its apparatus
SU1420526A1 (ru) * 1987-01-20 1988-08-30 Днепропетровский инженерно-строительный институт Способ определени прочности бетона
CN1036829A (zh) * 1988-04-12 1989-11-01 岳宝树 混凝土构件非破损动态强度检测
RU2039353C1 (ru) * 1991-09-27 1995-07-09 Зубков Владимир Александрович Способ определения прочности бетона

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113390962A (zh) * 2021-04-30 2021-09-14 同济大学 基于定向敲击的可植入式混凝土构件损伤监测装置及方法
CN113671026A (zh) * 2021-07-05 2021-11-19 武汉理工大学 一种模拟球面波在岩体中传播的实验装置及实验方法

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