AASHTO TP 109-2014 Standard Method of Test for Nonlinear Impact Resonance Acoustic Spectroscopy (NIRAS) for Concrete Specimens with Damage from the Alkali CSilica Reaction (ASR).pdf

1、Standard Method of Test for Nonlinear Impact Resonance Acoustic Spectroscopy (NIRAS) for Concrete Specimens with Damage from the Alkali-Silica Reaction (ASR) AASHTO Designation: TP 109-141American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Wash

2、ington, D.C. 20001 TS-3c TP 109-1 AASHTO Standard Method of Test for Nonlinear Impact Resonance Acoustic Spectroscopy (NIRAS) for Concrete Specimens with Damage from the Alkali-Silica Reaction (ASR) AASHTO Designation: TP 109-1411. SCOPE 1.1. This test method covers determination of material nonline

3、arity in concrete laboratory specimens prepared in a manner and subjected to conditions of accelerated alkali-reactivity of aggregate. It is assumed that the nonlinearity due to elastic hysteresis is a dominant mechanism for the material nonlinearity in concrete specimens with alkali-silica reaction

4、 (ASR) damage and that this nonlinearity is directly proportional to the ASR damage occurring in the specimens. This method may not be necessarily applicable to other forms of damage. 1.2. The values stated in SI units are to be regarded separately as standard. The values in inch-pound units are sho

5、wn in parentheses, and are for informational purposes only. 1.3. This standard does not purport to address all of the safety problems 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

6、 regulatory limitations prior to use. 2. REFERENCED DOCUMENTS 2.1. ASTM Standard: C 1293, Standard Test Method for Determination of Length Change of Concrete Due to Alkali-Silica Reaction 3. SUMMARY OF TEST METHOD 3.1. A prismatic concrete sample, prepared according to specifications for mix composi

7、tion and geometry in ASTM C 1293, is excited in the fundamental transverse mode of vibration by a low-amplitude impact at the center of the specimen. The vibration at one end of the sample is measured using an accelerometer and recorded using an oscilloscope. A series of at least 10 impacts of varyi

8、ng force are made to the specimen and the responses, the time-domain signals, are recorded. Signal processing is performed to measure the frequency and amplitude of the fundamental resonance peaks from the frequency spectra of the recorded time-domain signals. The normalized frequency shift is plott

9、ed against the signal amplitude where the slope of this plot is the nonlinearity parameter, , that is used to classify material nonlinearity. 3.2. An initial test is performed just after demolding at 23.5 0.5 h and prior to exposure in the test environment specified in ASTM C 1293, with subsequent t

10、ests made after periods of exposure to the acceleratory test environment. 2014 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c TP 109-2 AASHTO Note 1The frequency of subsequent testing will depend upon

11、the anticipated relative reactivity of the aggregate. That is, concrete containing less reactive aggregate or concrete containing supplementary cementitious materials at dosage rates expected to suppress ASR may be tested at less frequent intervals, such as every 2 to 3 months. For aggregates of unk

12、nown reactivity, tests should be initially performed every 2 weeks, and the interval can be increased after 2 months. Note 2After demolding, the measured nonlinearity parameter may be higher than will be typical for a sample; often, within 4 weeks (28 days), the measured nonlinearity will decrease t

13、o a more stable value. 4. SIGNIFICANCE AND USE 4.1. This test method is applicable to concrete prisms where damage by ASR due to reactive aggregate and aggregate/binder combinations is a concern. 4.2. This test method is intended to provide the user with a procedure to assess the potential for a fin

14、e or coarse aggregate used in concrete to experience ASR damage, under exposure conditions outlined in ASTM C 1293. 5. APPARATUS 5.1. The apparatus for inducing alkali-silica reaction shall conform to ASTM C 1293. 5.2. AccelerometerAn accelerometer capable of measuring frequencies up to 10 kHz with

15、less than 5 percent error, weighing less than 3g (0.11 oz). 5.3. OscilloscopeAn oscilloscope capable of a sampling rate of 250 kHz or higher with a record length of 0.4 s. 5.4. Impact HammerA lightweight hammer with a maximum mass (weight) of 142 g (5 oz) is recommended. 5.5. Instant AdhesiveA surfa

16、ce-insensitive instant adhesive is recommended for attachment of the accelerometer. A fast curing gel-type adhesive (e.g., cyanoacrylate) can be applied more consistently than adhesives with higher viscosity. 5.6. Support MatSpecimens shall be placed on a thick and compliant, commercially available

17、vibration damping/isolation support mat for testing. 6. SIGNAL ACQUISITION 6.1. The sampling rate for the oscilloscope shall be set to 500 kHz. 6.2. The signal acquisition window (signal record length) shall be set to 0.4 s. 6.3. Signal acquisition shall be triggered by an electrical signal from the

18、 accelerometer. 7. PROCEDURE 7.1. For each aggregate type, three or more specimens shall be tested and the nonlinearity parameter is averaged over the specimens. 2014 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicab

19、le law.TS-3c TP 109-3 AASHTO 7.2. Before testing, allow specimens to cool to room temperature in a moist environment for 16 4 h, as detailed in ASTM C 1293. 7.3. Place specimen on a support mat as shown in the schematic in Figure 1. Expansion measurements for the specimen, as described in ASTM C 129

20、3, can also be done before this test for comparison with nonlinearity measurements. Figure 1 Schematic of Test Setup 7.4. Generously apply adhesive to the accelerometer mount and attach the accelerometer to the end of the specimen along the centerline, as shown in Figure 2. If the attachment surface

21、 is severely deteriorated, it is recommended to polish the surface with sandpaper as needed to achieve a level surface for the accelerometer. Figure 2Example of Proper Accelerometer Placement on Sample with Adequate Surface Quality 7.5. Set the oscilloscope to wait for the trigger by an acceleration

22、 signal to start data acquisition. 7.6. Lightly strike the specimen at its center with the impact hammer. 2014 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c TP 109-4 AASHTO 7.7. Save the recorded data

23、. 7.8. Reset the oscilloscope to wait for the trigger to start the next data acquisition. 7.9. Repeat the procedures in Sections 7.6 through 7.8 at least ten times, each time with a higher strength impact (Notes 3 and 4), while monitoring the acceleration signal displayed on the oscilloscope screen

24、(Note 5). Note 3The objective is to obtain measurements with at least ten different impact strengths; therefore, while it may be convenient to increase the impact strength with each subsequent strike, it is not necessary, as long as the strikes are made at different strengths. Note 4If the impact st

25、rength is too high, the relation between frequency change and amplitude will not be linear. It is recommended to keep the impact excitation as low as possible. Note 5The amplitude of the acceleration signal is linearly proportional to the impact strength. 7.10. Transform data to the frequency domain

26、 using a Fast Fourier transform (FFT) algorithm and record frequency and amplitude of the fundamental resonance peak for each impact. 7.11. Assuming the frequency at the lowest strength impact is the linear resonance frequency (Note 6), f0, take the difference between the resonance frequency of high

27、er-strength impacts and the linear resonance frequency, f0 f, and normalize by the linear resonance frequency. A typical set of resonance curves is shown in Figure 3. Figure 3Example of Typical Resonance Curves Illustrating Amplitude Dependent Resonance Frequency Shift Note 6To ensure that f0is the

28、linear resonance frequency, resonance frequencies measured at a few very light impacts are compared to see if they are within a 1 to 2 percent range. 7.12. Plot the normalized frequency change, (f0 f)/ f0, against the resonance peak amplitude as shown in Figure 4. 2014 by the American Association of

29、 State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c TP 109-5 AASHTO 7.13. Perform a linear fit to the plotted data and take the slope as the nonlinearity parameter as shown in Figure 4. Figure 4Illustration of Resonance Frequency Shift

30、as a Function of Amplitude 7.14. The recorded nonlinearity can be used as a parameter related to the level of ASR damage in the specimen at the test date. 7.15. Repeat the procedures in Sections 7.3 through 7.14 for all specimens. 7.16. Return specimens to the storage environment, inverting the uppe

31、r end as compared with the previous storage period, as described in ASTM C 1293. 8. INTERPRETATION OF RESULTS 8.1. After the initial 28 days of aging (see Note 2), preliminary results (Note 7) suggest that the aggregate under assessment may be considered alkali-reactive if the nonlinearity parameter

32、 of its concrete prism specimen measures 0.2 or more during the 12-month test period (Note 8). Nonlinearity parameters between 0.05 and 0.2 may suggest some potential for ASR and the aggregate should be further evaluated. (Note 7). (Note that additional testing is needed to (1) validate this limit f

33、or a broad range of aggregate mineralogy and reactivity and (2) establish limit and test duration for concretes containing supplementary cementitious materials and/or lithium-containing admixtures.) Note 7These values are based on the observations made during testing performed at Georgia Tech and ar

34、e subject to change. Note 8For some concretes, the nonlinearity parameter may reach a peak and then subsequently decrease. This is believed to be due to crack widening and crack filling with gel, which affects the 2014 by the American Association of State Highway and Transportation Officials.All rig

35、hts reserved. Duplication is a violation of applicable law.TS-3c TP 109-6 AASHTO nonlinearity of the specimen. This decrease should not be taken as an indication of decreasing reactivity. 9. REPORT 9.1. Record the nonlinearity parameter for each specimen. 9.2. Record the average nonlinearity of thre

36、e replicate specimens. 9.3. Record all data as required by ASTM C 1293. 10. PRECISION AND BIAS 10.1. The precision of this test method has not yet been established. 10.2. BiasSince there is no accepted reference material for determining the bias of this test method, no statement is being made. 11. KEYWORDS 11.1. Concrete; ASR; alkali-silica reaction; NIRAS; nonlinear acoustics. 1This provisional standard was first published in 2014. 2014 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.