International Symposium (NDTCE 2003) NonDestructive Testing in Civil Engineering 2003  
Start > Contributions >Lectures > Sonic Methods 1: 
Estimation of Concrete Properties by ElasticWave MethodM. Ohtsu, Graduate School of Science & Technology, Kumamoto Univ., JapanT. Yoshiara, Safety Engineering Res. Inst., Nondestructive Inspection Co. Ltd, Japan M. Uchida, Research & Development Center, Taiheiyo Cement Co. Ltd., Japan H. Saeki and S. Iwata, Federation of Construction Materials Industries, Japan AbstractThe committee on nondestructive inspection of steelreinforced concrete structures in the Federation of Construction Materials Industries, Japan, has recently published new standards on estimation of concrete properties by elasticwave methods. Three methods for nondestructive evaluation (NDE) are specified. The one is a test method for concrete strength based on the velocity and wave properties transmitted in concrete. Another deals with an improved method for quantitative estimation of the depth of a surface crack. The other is a monitoring method for active cracks in concrete by acoustic emission (AE). Proposed standards are summarized and demonstrated with various experimental results. 1. Test Method for Compressive Strength of Concrete by Ultrasonic WavesNondestructive evaluation of the concrete strength by ultrasonic waves has been studied for many decades [1]. Since the velocity of ultrasonic wave is not directly related with the strength but is proportional to the square root of the modulus of elasticity, estimation of the strength from the velocity of ultrasonic waves has been sometimes marginal. In this respect, based on the reference relation between the strengths and the velocities, a test method is improved and developed by taking into account properties of ultrasonic waves.1.1Fundamentals Concerning the sensor setting, sensors are arranged in the two ways of throughtransmission and reflection. To measure the velocity and the spectral amplitudes, two sensors are set up in the throughtransmission method. The attenuation coefficient of the backscattered wave is measured by employing one sensor in the reflection method. 1.2 Measurement After calibrating the arrival time difference in the facetoface measurement of the driving sensor and the receiver, the arrival time Dt of the received signal is measure by unit of msecond. In the measurement of the velocity, five cycles of bursttype waves with 100 kHz input frequency are driven. Taking into account the length of the measured thickness T (mm), the velocity Vo (m/sec) is determined from,
To detect a backscattering wave, a pulse wave with frequency range from 200 kHz to 600 kHz is driven. The backscattered wave is approximated by the exponential curve, and then the attenuation coefficient a is estimated as the unit of neper/msecond. In the throughtransmission test, a pulse wave with frequency range from 50 kHz to 300 kHz is driven. A received signal in time domain is truncated (gated) for the duration of 2 msec, and is transformed into frequency domain via FFT. Thus, the transfer function of the received signal is calculated, and then deconvoluted by the Fourier transform of the facetoface signal. The spectral index of the transfer function St (%) is calculated from,
where St_{0} is obtained, integrating from 0 Hz to the maximum frequency fo of the gated signal, and St_{1} is obtained, integrating from 2fo/3 to fo as shown in Fig. 1.
The velocity shifts DV due to the volume ratio of aggregate, the volume ratio of fine aggregate to total aggregate, and the maximum size of aggregate are calculated based on the attenuation coefficient a, the volume ratio of aggregate Va (%) shall be estimated from an empirical relation,
Then, the variation of the velocity Rv from that of the reference concrete, of which the volume ratio is equal to 75%, is calculated from,
The first compensated velocity V_{1} is estimated from the measured velocity Vo by,
In order to compensate the effect of total volume of aggregate on the spectral index St, a compensated value Stc is obtained from an empirical relation,
To compensate the effects of the volume ratio of fine aggregate to total aggregate and the maximum size of aggregate, the velocity shift DV is determined by the relations,
The second compensated velocity V_{H} is obtained from V_{1}  DV. Eventually, measured velocity Vo is compensated, and the velocity V_{H} is determined. The compressive strength s is estimated from the relation of the reference concrete given by,
Some results estimated by this procedure are compared with the strengths obtained in the compression tests as shown in Fig. 2. Reasonable agreement clearly demonstrates the improvement of the proposed procedure. Thus, the procedure is effective as a practical method for determination of the strength from the ultrasonicwave velocity.
2. Method for Estimating SurfaceCrack Depth in Concrete by UltrasonicWave VelocityThe depth of surface cracks in concrete has been estimated by applying the velocity of ultrasonic wave[2]. The timeofflight of a diffracted wave from the cracktip is applied to estimate the depth. Taking into account the effects of reinforcing steel, the crackopening width, and the crack orientation, the measuring method is improved in the standard. 2.1 Measurement The depth of the surface crack shall be determined after the TcTo method specified in the RILEM NDT1. By measuring Tc and To at more than three locations along the surface crack, the depth d is estimated from,
where L is the distance between the driving and the receiving sensors after the calibration. Tc is the timeofflight, traveling via the crack tip, and To is the timeofflight on the noncracked surface. 2.2 Estimation of related effects with errors
where Lc is the coverthickness and Ls is the horizontal distance from the rebar to the crack. If the depth d determined by eq. 10 is shorter than ds, the measured depth is free from the effect of rebars. This is because the depth is underestimated due the effect of rebars if the crack depth is nucleated as deeper than the coverthickness as seen in Fig. 3.
In the case that a crackmouth opening (i.e. the angle of crack opening to crack depth) is so small that the cracked surfaces may contact together and the estimated depths become smaller than the actual depths. Consequently, the effective depth dw associated with the crackmouth opening angle is obtained from an empirical relation,
where w is the crackmouth opening. From empirical data, it is found that the crack depth d is accurately determined if the d > dw. In the case that the depth decreases with the increase in the measuring locations, the crack is probably inclined. This case could give information safe enough, because the depths estimated are mostly deeper than the actual depth. The error of estimated depth, d, can be within 15% provided that the following relation is hold,
where L is the distance between the driving and receiving sensors In the case that the crack is saturated with water, the depth might be underestimated. Thus, it is noted that the presence of water inside the crack shall be taken into careful consideration. 3. Monitoring Method for Active Cracks in Concrete by Acoustic EmissionConcrete structures are known to be no longer maintenancefree. Consequently, a variety of inspection techniques are under development and going to be established. Because acoustic emission (AE) technique is promising to estimate active cracks in concrete structures, a monitoring method is developed. For insitu inspection and monitoring, estimation of active cracks is of significant important for damage evaluation[3]. 3.1 Monitoring AE parameters obtained by a monitoring system are AE count, AE hit, AE event, peak amplitude, AE energy, rise time, duration time, arrival time differences in AE sensor array and so forth. AE sensors are attached at proper locations to cover the target area. In advance to AE measurement, the noise level shall be estimated. Then, counteract against external noises, wind, rain, sunshine and so forth shall be conducted to decrease the noise level as low as possible. In the case that the noises have similar frequency contents and amplitudes to AE signals, or sources of the noises are unknown, characteristics of the noises shall be estimated prior to the measurement. Then, separation of AE signals from the noises shall be made by the use of filters after determining the proper frequency range. 3.2 Estimation and criterion AE test shall be carried out routinely or temporally under the following loads:
Taking the following analyses into consideration, active cracks in the structure are estimated. The results are applied to evaluate the structural integrity and the damaged degree of the concrete structure. Time history of AE parameters shall be investigated. Time variations of AE parameters is applicable to estimate cracking conditions in the structure. In most cases, abrupt increase of AE activity is associated with damage accumulation. Spatially, concentration of AE cluster results in nucleation of visible cracks. To classify active cracks, AE parameters of the rise time and the peak amplitude in Fig. 4 are applied to calculate RA value, and the averaged frequency Fa of each waveform is calculated as,
where the definitions of AE ringdowncount and the duration time shall be referred to Fig. 4.
From these two parameters, classification of cracks is performed. This classification shall be based on the moving average of more than 50 events. On the basis of the criterion, cracks due to AE events are reasonably classified. One example is shown in Fig. 5. Because tensile cracks are closely related with nucleation of cracks and shear cracks occur mostly on the existing cracksurface, estimation of damage could be performed readily.
4. Concluding RemarksIn the Federation of Construction Materials Industries, Japan, three codes are standardized for nondestructive evaluation on concrete properties by elasticwave methods. Concerning the test method for compressive strength, reasonable agreement with the strengths obtained in the compression tests confirms that the procedure is improved as a practical method. In order to estimate the depth of the surface crack, the effects of reinforcing steel, the crackopening width, and the inclined crack are clarified for the practical method. On the basis of the proposed criterion, cracks due to AE events are reasonably classified. Thus, estimation of damage could be performed readily. References

