ASTM C597-97

Standard Test Method for Pulse Velocity Through Concrete

SCOPE
1.1 This test method covers the determination of the pulse velocity of propagation of compressional waves in concrete. This test method does not apply to the propagation of other vibrations within the concrete.  
1.2 The pulse velocity is independent of the dimensions of the body provided reflected waves from boundaries do not complicate the determination of the arrival time of the directly transmitted pulse.  
1.3 The pulse velocity V is related to the physical properties of a solid by the equation:  
where:  
The relationship is independent of the frequency of the vibrations.  
1.4 The values stated in SI units are to be regarded as the standard.  
1.5 This standard does not purport to address all of the safety problems, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.

General Information

• Status: Historical
• Publication Date: 09-Jul-1997
• ICS: 91.100.30 - Concrete and concrete products
• Technical Committee: C09 - Concrete and Concrete Aggregates
• Drafting Committee: C09.64 - Nondestructive and In-Place Testing

Relations

• Replaced By: ASTM C597-02 - Standard Test Method for Pulse Velocity Through Concrete
• Effective Date: 10-Dec-2002
• Referred By: ASTM D7762-18e1 - Standard Practice for Design of Stabilization of Soil and Soil-Like Materials with Self-Cementing Fly Ash
• Effective Date: 10-Jul-1997
• Referred By: ASTM E494-20 - Standard Practice for Measuring Ultrasonic Velocity in Materials by Comparative Pulse-Echo Method
• Effective Date: 10-Jul-1997
• Referred By: ASTM C823/C823M-12(2017) - Standard Practice for Examination and Sampling of Hardened<brk/> Concrete in Constructions
• Effective Date: 10-Jul-1997
• Referred By: ASTM C856/C856M-20 - Standard Practice for Petrographic Examination of Hardened Concrete
• Effective Date: 10-Jul-1997
• Referred By: ASTM C1012/C1012M-18b - Standard Test Method for Length Change of Hydraulic-Cement Mortars Exposed to a Sulfate Solution
• Effective Date: 10-Jul-1997
• Referred By: ASTM C1383-15(2022) - Standard Test Method for Measuring the P-Wave Speed and the Thickness of Concrete Plates Using the Impact-Echo Method
• Effective Date: 10-Jul-1997

Standards Content (Sample)

NOTICE: This standard has either been superceded and replaced by a new version or discontinued.
Contact ASTM International (www.astm.org) for the latest information.
Designation: C 597 – 97
Standard Test Method for
Pulse Velocity Through Concrete
This standard is issued under the fixed designation C 597; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A
superscript epsilon (e) indicates an editorial change since the last revision or reapproval.
This specification has been approved for use by agencies of the Department of Defense.
1. Scope
where:
E 5 dynamic modulus of elasticity,
1.1 This test method covers the determination of the veloc-
μ 5 dynamic Poisson’s ratio, and
ity of propagation of compressional waves in concrete. This
r5 density.
test method does not apply to the propagation of other types of
4.2 This test method may be used to assess the uniformity
waves within the concrete.
and relative quality of concrete, to indicate the presence of
1.2 The values stated in SI units are to be regarded as the
voids and cracks, to estimate the depth of cracks, and to
standard.
evaluate the effectiveness of crack repairs. It may also be used
1.3 This standard does not purport to address all of the
to indicate changes in the properties of concrete, and in the
safety concerns, if any, associated with its use. It is the
survey of structures, to estimate the severity of deterioration or
responsibility of the user of this standard to establish appro-
cracking. When used to monitor changes in condition over
priate safety and health practices and determine the applica-
time, test locations are to be marked on the structure to ensure
bility of regulatory limitations prior to use.
that tests are repeated at the same positions.
2. Referenced Documents 4.3 The degree of saturation of the concrete affects the pulse
velocity, and this factor must be taken into consideration when
2.1 ASTM Standards:
evaluating test results. The pulse velocity of saturated concrete
C 215 Test Method for Transverse, Longitudinal, and Tor-
may be up to 5 % higher than in dry concrete. In addition, the
sional Frequencies of Concrete Specimens
pulse velocity in saturated concrete is less sensitive to changes
C 823 Practice for Examination and Sampling of Hardened
in its relative quality.
Concrete in Constructions
4.4 The pulse velocity is independent of the dimensions of
3. Summary of Test Method
the test object provided reflected waves from boundaries do not
complicate the determination of the arrival time of the directly
3.1 Pulses of compressional waves are generated by an
transmitted pulse. The least dimension of the test object must
electro-acoustical transducer that is held in contact with one
exceed the wavelength of the ultrasonic vibrations (Note 1).
surface of the concrete under test. After traversing through the
concrete, the pulses are received and converted into electrical
NOTE 1—The wavelength of the vibrations equals the pulse velocity
energy by a second transducer located a distance L from the
divided by the frequency of vibrations. For example, for a frequency of 54
transmitting transducer. The transit time T is measured elec- kHz and a pulse velocity of 3500 m/s, the wavelength is 3500/
54000 5 0.065 m.
tronically. The pulse velocity V is calculated by dividing L by
T.
4.5 The accuracy of the measurement depends upon the
ability of the operator to determine precisely the distance
4. Significance and Use
between the transducers and of the equipment to measure
4.1 The pulse velocity, V, of compressional waves in a
precisely the pulse transit time. The received signal strength
concrete mass is related to its elastic properties and density
and measured transit time are affected by the coupling of the
according to the following relationship:
transducers to the concrete surfaces. Sufficient coupling agent
and pressure must be applied to the transducers to ensure stable
E 1 2 μ
~ !
V 5 (1)
˛
transit times. The strength of the received signal is also affected
r ~1 1 μ! ~1 2 2 μ!
by the travel path length and by the presence and degree of
cracking or deterioration in the concrete tested.
4.6 The results obtained by the use of this test method
This test method is under the jurisdiction of ASTM Committee C-9 on Concrete
should not be considered as a means of measuring strength nor
and Concrete Aggregatesand is the direct responsibility of Subcommittee C09.64on
Nondestructive and In-Place Testing.
Current edition approved July 10, 1997. Published June 1998. Originally
e1 3
published as C 597 – 67T. Last previous edition C 597 – 83 (1991). Bungey, J. H., Testing of Concrete in Structures, 2nd ed., Chapman and Hall,
Annual Book of ASTM Standards, Vol 04.02. 1989, p. 52.
Copyright © ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959, United States.
NOTICE: This standard has either been superceded and replaced by a new version or discontinued.
Contact ASTM International (www.astm.org) for the latest information.
C 597
as an adequate test for establishing compliance of the modulus
of elasticity of field concrete with that assumed in the design.
The longitudinal resonance method in Test Method C 215 is
recommended for determining the dynamic modulus of elas-
ticity of test specimens obtained from field concrete because
Poisson’s ratio does not have to be known.
NOTE 2—When circumstances permit, a velocity-strength (or velocity-
modulus) relationship may be established by the determination of pulse
velocity and compressive strength (or modulus of elasticity) on a number
of samples of a concrete. This relationship may serve as a basis for the
estimation of strength (or modulus of elasticity) by further pulse-velocity
tests on that concrete. Refer to ACI 228.1R for guidance on the
procedures for developing and using such a relationship.
4.7 The procedure is applicable in both field and laboratory
testing regardless of size or shape of the specimen within the
limitations of available pulse-generating sources.
NOTE 3—Presently available test equipment limits path lengths to
approximately 50 mm minimum and 15 m maximum, depending, in part,
upon the frequency and intensity of the generated signal. The upper limit
of the path length depends partly on surface conditions and partly on the
NOTE 1—It is advantageous to incorporate the pulse generator, time
characteristics of the interior concrete under investigation. The maximum
measuring circuit, receiver amplifier, and time display into one unit.
path length is obtained by using transducers of relatively low vibrational
FIG. 1 Schematic of Pulse Velocity Apparatus
frequencies (20 to 30 kHz) to minimize the attenuation of the signal in the
concrete. (The resonant frequency of the transducer assembly, that is,
NOTE 5—Transducers with higher resonant frequencies have been used
crystals plus backing plate, determines the frequency of vibration in the
successfully in relatively small laboratory specimens.
concrete.) For the shorter path lengths where loss of signal is not the
5.1.2 Receiving Transducer and Amplifier—The receiving
governing factor, it is preferable to use vibrational frequencies of 50 kHz
transducer shall be similar to the transmitting transducer. The
or higher to achieve more accurate transit-time measurements and hence
greater sensitivity.
voltage generated by the receiver shall be amplified as neces-
sary to produce triggering pulses to the time-measuring circuit.
4.8 Since the pulse velocity in steel could be up to double
The amplifier shall have a flat response between one-half and
that in concrete, pulse-velocity measurements in the vicinity of
three times the resonant frequency of the receiving transducer.
the reinforcing steel may be higher than in plain concrete of the
5.1.3 Time-Measuring Circuit—The time-measuring circuit
same composition. Where possible, avoid measurements in
and the associated triggering pulses shall be capable of
close proximity to steel parallel to the direction of pulse
providing an overall time-measurement resolution of at least 1
propagation.
μs. It should be initiated by a triggering voltage from the pulse
5. Apparatus generator and should operate at the repetition frequency of the
latter. The time-measuring circuit shall provide an output when
5.1 The testing apparatus, shown schematically in Fig. 1,
the received pulse is detected, and this output shall be used to
consists of a pulse generator, a pair of transducers (transmitter
determine the transit time displayed on the time-display unit.
and receiver), an amplifier, a time measuring circuit, a time
The time-measuring circuit shall be insensitive to operating
display unit, and connecting cables.
temperature in the range from 0 to 40°C and voltage changes
5.1.1 Pulse Generator and Transmitting Transducer—Th
...