1、Designation: C597 09C597 16Standard Test Method forPulse Velocity Through Concrete1This standard is issued under the fixed designation C597; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of last revision. A number in par
2、entheses indicates the year of last reapproval. Asuperscript epsilon () indicates an editorial change since the last revision or reapproval.This standard has been approved for use by agencies of the U.S. Department of Defense.1. Scope*1.1 This test method covers the determination of the propagation
3、velocity of longitudinal stress wave pulses through concrete.This test method does not apply to the propagation of other types of stress waves through concrete.1.2 The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.1.3 This stand
4、ard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibilityof the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatorylimitations prior to use.2. Referenced Documents2.1 ASTM
5、 Standards:2C125 Terminology Relating to Concrete and Concrete AggregatesC215 Test Method for Fundamental Transverse, Longitudinal, and Torsional Resonant Frequencies of Concrete SpecimensC823 Practice for Examination and Sampling of Hardened Concrete in ConstructionsE1316 Terminology for Nondestruc
6、tive Examinations3. Terminology3.1 DefinitionsRefer to Terminology C125 and the section related to ultrasonic examination in Terminology E1316 fordefinitions of terms used in this test method.4. Summary of Test Method4.1 Pulses of longitudinal stress waves are generated by an electro-acoustical tran
7、sducer that is held in contact with one surfaceof the concrete under test. After traversing through the concrete, the pulses are received and converted into electrical energy bya second transducer located a distance L from the transmitting transducer. The transit time T is measured electronically. T
8、he pulsevelocity V is calculated by dividing L by T.5. Significance and Use5.1 The pulse velocity, V, of longitudinal stress waves in a concrete mass is related to its elastic properties and density accordingto the following relationship:V 5 E 12!11!122! (1)where:E = dynamic modulus of elasticity, =
9、 dynamic Poissons ratio, and = density.1 This test method is under the jurisdiction of ASTM Committee C09 on Concrete and Concrete Aggregates and is the direct responsibility of Subcommittee C09.64 onNondestructive and In-Place Testing.Current edition approved Dec. 15, 2009April 1, 2016. Published F
10、ebruary 2010May 2016. Originally approved in 1967. Last previous edition approved in 20022009 asC597C597 09. 02. DOI: 10.1520/C0597-09.10.1520/C0597-16.2 For referencedASTM standards, visit theASTM website, www.astm.org, or contactASTM Customer Service at serviceastm.org. For Annual Book of ASTM Sta
11、ndardsvolume information, refer to the standards Document Summary page on the ASTM website.This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Becauseit may not be technically possibl
12、e to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current versionof the standard as published by ASTM is to be considered the official document.*A Summary of Changes section appears at the end of this standardCopyri
13、ght ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States15.2 This test method is applicable to assess the uniformity and relative quality of concrete, to indicate the presence of voids andcracks, and to evaluate the effectiveness of crack repairs. I
14、t is also applicable to indicate changes in the properties of concrete, andin the survey of structures, to estimate the severity of deterioration or cracking. WhenIf used to monitor changes in condition overtime, test locations are to be marked on the structure to ensure that tests are repeated at t
15、he same positions.5.3 The degree of saturation of the concrete affects the pulse velocity, and this factor must be considered when evaluating testresults (Note 1). In addition, the pulse velocity in saturated concrete is less sensitive to changes in its relative quality.NOTE 1The pulse velocity in s
16、aturated concrete may be up to 5 % higher than in dry concrete.35.4 The pulse velocity is independent of the dimensions of the test object provided reflected waves from boundaries do notcomplicate the determination of the arrival time of the directly transmitted pulse.The least dimension of the test
17、 object must exceedthe wavelength of the ultrasonic vibrations (Note 2).NOTE 2The wavelength of the vibrations equals the pulse velocity divided by the frequency of vibrations. For example, for a frequency of 54 kHz54 kHz and a pulse velocity of 3500 m/s, the wavelength is 3500/54000 = 0.065 m.5.5 T
18、he accuracy of the measurement depends upon the ability of the operator to determine precisely the distance between thetransducers and of the equipment to measure precisely the pulse transit time.The received signal strength and measured transit timeare affected by the coupling of the transducers to
19、 the concrete surfaces. Sufficient coupling agent and pressure must be applied tothe transducers to ensure stable transit times. The strength of the received signal is also affected by the travel path length and bythe presence and degree of cracking or deterioration in the concrete tested.NOTE 3Prop
20、er coupling can be verified by viewing the shape and magnitude of the received waveform. The waveform should have a decayingsinusoidal shape. The shape can be viewed by means of outputs to an oscilloscope or digitized display inherent in the device.5.6 The measured quantity in this test method is tr
21、ansit time, from which an apparentpulse velocity is calculated based on thedistance between the transducers. Not all forms of deterioration or damage actually change the pulse velocity of the material, butthey affect the actual path for the pulse to travel from transmitter to receiver. For example,
22、load-induced cracking will increase thetrue path length of the pulse and thus increase the measured pulse transit time. The true path length cannot be measured. Becausethe distance from transmitting to receiving transducer is used in the calculation, the presence of the cracking results in a decreas
23、ein the apparentpulse velocity even though the actual pulse velocity of the material has not changed. Many forms of cracking anddeterioration are directional in nature. Their influence on transit time measurements will be affected by their orientation relativeto the pulse travel path.5.7 The results
24、 obtained by the use of this test method are not to be considered as a means of measuring strength nor as anadequate test for establishing compliance of the modulus of elasticity of field concrete with that assumed in the design. Thelongitudinal resonance method in Test Method C215 is recommended fo
25、r determining the dynamic modulus of elasticity of testspecimens obtained from field concrete because Poissons ratio does not have to be known.NOTE 4WhenIf circumstances permit,warrant, a velocity-strength (or velocity-modulus) relationship may be established by the determination of pulsevelocity an
26、d compressive strength (or modulus of elasticity) on a number of samplesspecimens of a concrete. This relationship may serve as a basis forthe estimation of strength (or modulus of elasticity) by further pulse-velocity tests on that concrete. Refer toACI 228.1R4 for guidance on the proceduresfor dev
27、eloping and using such a relationship.5.8 The procedure is applicable in both field and laboratory testing regardless of size or shape of the specimen within thelimitations of available pulse-generating sources.NOTE 5Presently available test equipment limits path lengths to approximately 50-mm minim
28、um and 15-m maximum, depending, in part, upon thefrequency and intensity of the generated signal. The upper limit of the path length depends partly on surface conditions and partly on the characteristicsof the interior concrete under investigation.Apreamplifier at the receiving transducer may be use
29、d to increase the maximum path length that can be tested.The maximum path length is obtained by using transducers of relatively low resonant frequencies (20 to 30 kHz) to minimize the attenuation of the signalin the concrete. (The resonant frequency of the transducer assembly determines the frequenc
30、y of vibration in the concrete.) For the shorter path lengthswhere loss of signal is not the governing factor, it is preferable to use resonant frequencies of 50 kHz or higher to achieve more accurate transit-timemeasurements and hence greater sensitivity.5.9 SinceBecause the pulse velocity in steel
31、 is up to double that in concrete, the pulse-velocity measured in the vicinity of thereinforcing steel will be higher than in plain concrete of the same composition.WhereIf possible, avoid measurements close to steelparallel to the direction of pulse propagation.6. Apparatus6.1 The testing apparatus
32、, shown schematically in Fig. 1, consists of a pulse generator, a pair of transducers (transmitter andreceiver), an amplifier, a time measuring circuit, a time display unit, and connecting cables.6.1.1 Pulse Generator and Transmitting TransducerThe pulse generator shall consist of circuitry for gene
33、rating pulses ofvoltage (Note 6). The transducer for transforming these electronic pulses into wave bursts of mechanical energy shall have a3 BungeyBungey, J. H., Millard, S. G., and Grantham, M.G., J.2006 H., Testing of Concrete in Structures, 2nd ed., Chapman and Hall,4th ed., Taylor longitudinal
34、stress wave; nondestructive testing; pulse velocity; ultrasonic testingSUMMARY OF CHANGESCommittee C09C09 has identified the location of selected changes to this test method standard since the lastissue,issue C597( C597 09 02, ) that may impact the use of this test method. (Approved December 15,2009
35、.)standard. (Approved April 1, 2016.)(1) Revised 6.1.15.2, 5.9by, 6.1.7adding, 7.2.2a requirement that the time interval between pulses has to exceed the decay time ofthe transmitter, and the, and Note 4 listing of transducer materials was deleted.for editorial purposes.(2) Revised the requirements
36、for the display unit in 6.1.47.1.1 and deleted reference to cathode ray tubes.to reflect the current andfuture equipment requirements.(3) Revised the reporting requirement for transit time in Added new Subsection 9.1.45.6 to a resolution of at least 0.1 s.andrenumbered subsequent sections.(4) Revise
37、d the description of the reference bar Updated reference in 6.1.5 to clarify that the bar is not required with units that useautomatic zero-time adjustment.Footnote 3 to newer edition.(5) Revised the procedure in 7.1 to address units that use automatic zero-time adjustment and units that use manual
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