AASHTO T 358-2015 Standard Method of Test for Surface Resistivity Indication of Concrete’s Ability to Resist Chloride Ion Penetration.pdf

1、Standard Method of Test for Surface Resistivity Indication of Concretes Ability to Resist Chloride Ion Penetration AASHTO Designation: T 358-151American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001 TS-3c T 358-1 AASHTO Stan

2、dard Method of Test for Surface Resistivity Indication of Concretes Ability to Resist Chloride Ion Penetration AASHTO Designation: T 358-1511. SCOPE 1.1. This test method covers the determination of the electrical resistivity of water-saturated concrete to provide a rapid indication of its resistanc

3、e to the penetration of chloride ions. This test method is applicable to types of concrete where correlations have been established between this test procedure and long-term chloride diffusion procedures such as those described in ASTM C1556. Examples of such correlations are discussed in the refere

4、nce shown in Section 15.2. 1.2. The values stated in SI units are to be regarded as the standard. 1.3. This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and heal

5、th practices and determine the applicability of regulatory limitations prior to use. 2. REFERENCED DOCUMENTS 2.1. AASHTO Standards: R 39, Making and Curing Concrete Test Specimens in the Laboratory T 23, Making and Curing Concrete Test Specimens in the Field T 24M/T 24, Obtaining and Testing Drilled

6、 Cores and Sawed Beams of Concrete T 277, Electrical Indication of Concretes Ability to Resist Chloride Ion Penetration 2.2. ASTM Standards: C670, Standard Practice for Preparing Precision and Bias Statements for Test Methods for Construction Materials C1202, Standard Test Method for Electrical Indi

7、cation of Concretes Ability to Resist Chloride Ion Penetration C1556, Standard Test Method for Determining the Apparent Chloride Diffusion Coefficient of Cementitious Mixtures by Bulk Diffusion 3. SUMMARY OF TEST METHOD 3.1. This test method consists of measuring the resistivity of 200-mm (8-in.) or

8、 300-mm (12-in.) nominal length and 100-mm (4-in.) or 150-mm (6-in.) nominal diameter cylinders or cores by use of a 4-pin Wenner probe array. An alternating current (AC) potential difference is applied by the surface resistivity apparatus at the outer pins of the Wenner array generating current flo

9、w in the concrete. The resultant potential difference between the two inner pins is measured. The current used and resultant potential along with the affected sample area are used to calculate the resistivity 2015 by the American Association of State Highway and Transportation Officials.All rights r

10、eserved. Duplication is a violation of applicable law.TS-3c T 358-2 AASHTO of the concrete. The resistivity, in kilohms-centimeters (k-cm), has been found to be related to the resistance of the specimen to chloride ion penetration. 4. SIGNIFICANCE AND USE 4.1. This test method covers the laboratory

11、evaluation of the electrical resistivity of concrete samples to provide a rapid indication of their resistance to chloride ion penetration. Wenner probe measurements have shown good correlations with other electrical indication tests such as the T 277 and the ASTM C1202 tests. In most cases, the ele

12、ctrical resistivity results have shown good correlation with chloride exposure tests, such as ASTM C1556, on companion cylinders cast from the same concrete mixtures (see references in Sections 15.2, 15.4, and 15.5). 4.2. This test method is suitable for evaluation of materials and material proporti

13、ons for design purposes, as well as for research and development. 4.3. The qualitative terms in the left-hand column of Table 1 should be used in most cases unless otherwise noted by the specifying agency. The numerical results (resistivity, in k-cm) from this test method must be used with caution,

14、especially in applications such as quality control and acceptance testing. Table 1Chloride Ion Penetration Chloride Ion Penetration Surface Resistivity Test 100-by-200-mm (4-by-8-in.) Cylinder (k-cm) a = 1.5 150-by-300-mm (6-by-12-in.) Cylinder (k-cm) a = 1.5 High 254 199 a = Wenner probe tip spacin

15、g 4.4. The details of the test method apply to 100-mm (4-in.) and 150-mm (6-in.) nominal diameter specimens. Other specimen diameters may be tested with appropriate changes to the Wenner probe tip spacing and the correction factor in the calculating equation. (See reference in Section 15.3.) 2015 by

16、 the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c T 358-3 AASHTO Figure 1Four-Point Wenner Array Probe Test Setup 5. INTERFERENCES 5.1. This test method can produce misleading results when calcium nitrite h

17、as been admixed into a concrete. The results from this test on concrete mixtures including calcium nitrite indicate lower resistivity values, that is, lower resistance to chloride ion penetration, when compared to tests on identical concrete mixtures (controls) without calcium nitrite. However, long

18、-term chloride diffusion tests indicate the concretes with calcium nitrite were at least as resistant to chloride ion penetration as the control mixtures. Note 1Other admixtures might affect results of this test similarly. Long-term diffusion tests are recommended if an admixture effect is suspected

19、. 5.2. Sample curing condition is known to affect the resistivity of the solution in the pore structure (see Section 15.4). Lime-water curing on average reduces resistivity by 10 percent. 5.3. Because the test results are a function of the electrical resistance of the specimen, the presence of reinf

20、orcing steel or other embedded electrically conductive materials may have a significant effect. The test is not valid for samples containing reinforcing. 5.4. Sample age may have significant effects on the test results, depending on the type of concrete and the curing procedure. Most concretes, if p

21、roperly cured, become progressively and significantly less permeable with time. 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c T 358-4 AASHTO 5.5. The degree of water saturation and concrete tempe

22、rature may have a significant effect on the electrical resistivity of concrete. A standardized conditioning procedure has been developed to minimize this effect. 5.6. Factors that are known to affect resistivity as well as chloride ion penetration include water/cement ratio, pozzolans, the presence

23、of polymeric admixtures, air-void system, aggregate type, and degree of consolidation. 6. APPARATUS 6.1. Surface Resistivity ApparatusApparatus needs to be able to supply a flat-topped trapezoidal wave at a frequency of about 13 Hz and a pk-pk level with a nominal voltage limit of 25V pk-pk. Use a W

24、enner probe capable of an adjustment of the probe tip spacing to 38.1 mm (1.5 in.). Figure 2Surface Resistivity Apparatus with 4-Pin Wenner Probe Array 6.2. Specimen holder to prevent specimen rotation while under test. (See Figure 3 for example.) 2015 by the American Association of State Highway an

25、d Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c T 358-5 AASHTO Figure 3Specimen Holder 7. REAGENTS AND MATERIALS 7.1. None required. 8. TEST SAMPLES 8.1. A set is composed of a minimum of three samples. Sample preparation and selection depends on th

26、e purpose of the test. For evaluation of materials or their proportions, samples may be (a) cores from structures or from larger diameter cast cylinders, (b) 100-mm- (4-in.) diameter cast cylinders, or (c) 150-mm- (6-in.) diameter cast cylinders. Cylinders cast in the laboratory shall be prepared fo

27、llowing procedures in R 39. Unless specified otherwise, moist-cure test samples for 28 days prior to testing (Notes 2 and 3). Note 2This test method may be used with various test durations and curing regimens to meet agency guidelines or specifications. Moist-cure in a 100 percent relative humidity

28、moist room is the preferred curing method. Curing by immersion in lime solution produces results that are typically lower by a factor of 10 percent. Care should be exercised when comparing results obtained from specimens subjected to differing conditions. Note 3Accelerated Moist-CuringProvide 7 days

29、 of moist-curing in accordance with R 39 for specimens prepared in the laboratory or in accordance with the standard curing procedure of T 23 for specimens prepared in the field. After 7 days of moist-curing, immerse the specimens for 21 days in lime-saturated water at 38.0 2.0C (100 3F). The accele

30、rated moist-curing procedure has been found useful in providing an earlier indication of potential property development with slower hydrating supplementary cementitious materials. Because the two different curing methods may not provide the same results, the specifier of the test may require a corre

31、lation between results for extended moist-cured and accelerated moist-cured specimens and establish appropriate acceptance criteria when the accelerated moist-curing procedure is used or permitted. 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Du

32、plication is a violation of applicable law.TS-3c T 358-6 AASHTO 8.2. Transport the cores or field-cured cylinders to the laboratory in a moist condition in a sealed watertight container. If samples must be shipped, they should be packed to be properly protected from freezing and damage in transit or

33、 storage. 8.3. Immediately after removing the sample from the mold, make four indelible marks on the top finished circular face marking the 0-, 90-, 180-, and 270-degree points of the circumference. Randomly assign one of the marks as 0 degrees, and then counterclockwise assign the next mark as 90 d

34、egrees, and so on. Extend the marks onto the longitudinal sides of each sample. On the longitudinal sides of the sample, mark the center of the sample to use as a visual reference during testing. (See Figure 4 for example.) Figure 4Sample Marking 9. CONDITIONING 9.1. In order to saturate concrete cy

35、linders with water, they must remain in a 100 percent relative humidity condition (moist room) from the moment of mold removal to the moment of the test. 10. PROCEDURE 10.1. During the test, the air temperature around the specimens shall be maintained in the range of 20 to 25C (68 to 77F). 10.2. Rem

36、ove the first sample from the moist room or water tank and transfer the sample to the sample holder with the 0-degree mark on top (Note 4). Immediately clean the surface with a saturated sponge or towel. The surface should be saturated surface wet during testing. Note 4One recommendation is to place

37、 the sample into a pan with about an inch of water and rotate the sample during testing in order to prevent the sample from drying. If the sample begins to dry, the resistivity readings drift higher, increase variability in the readings, and give erroneous results. Frequently changing the water is a

38、lso recommended (approximately every 5 samples). Keeping the sample surface wet during testing reduces testing variability. 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c T 358-7 AASHTO 10.3. Plac

39、e the Wenner array probe on the longitudinal side of the sample, making sure the longitudinal center mark is equidistant between the two inner probe pins. (See Figure 5.) Figure 5Wenner Array Placement 10.4. Record the measurement from the display unit after the reading becomes stable. (See Table 2

40、in Section 11.) 10.5. Rotate the sample from the 0- to the 90-degree mark, and repeat the steps in Sections 10.2 through 10.4. 10.6. Rotate the sample from the 90- to the 180-degree mark, and repeat the steps in Sections 10.2 through 10.4. 10.7. Rotate the sample from the 90- to the 270-degree mark,

41、 and repeat the steps in Sections 10.2 through 10.4. 10.8. Rotate the sample to the 0-degree mark and repeat the steps in Sections 10.3 through 10.7 for the sample in order to obtain a second set of readings at each degree mark. These will be used to obtain an average of two readings at each locatio

42、n. 10.9. Repeat the steps in Sections 10.1 to 10.8 for the other samples in the set. 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c T 358-8 AASHTO 11. CALCULATION AND INTERPRETATION OF RESULTS Tab

43、le 2Sample Table for Recording the Surface Resistivity Readings Surface Resistivity (SR) Readings, k-cm Sample 0 90 180 270 0 90 180 270 Average A B C Set average Curing condition correction ( 1.1 lime tank or 1.0 for moist room) Penetrability based on test 11.1. Calculate the average resistivity an

44、d the percent relative standard deviation (%RSD) for each sample in the set. If the %RSD is above 7.5 percent, immerse the sample in a water bath (20 to 25C (68 to 77F) for 2 h, and then repeat the test. If the %RSD on the second set is below 7.5 percent, use the last set of readings to compute the

45、average. If the %RSD is greater than 7.5 percent, then average all 16 readings. 11.2. Calculate the average resistivity of the set. 11.3. If the samples were cured in a lime-water tank, multiply the set average by 1.1. If the samples were cured in a 100 percent relative humidity moist room, multiply

46、 the set average by 1.0. 11.4. Use Table 1, with the appropriate cylinder size, to evaluate the chloride penetration resistance based on the resistivity. These values were developed from data on various types of concretes. 12. REPORT 12.1. Report the following, if known: 12.1.1. Source of core or cy

47、linder, in terms of the particular location the core or cylinder represents; 12.1.2. Identification number of core or cylinder; 12.1.3. Type of concrete, including binder type, water/cement ratio, and other relevant data supplied with samples; 12.1.4. Description of specimen, including presence and

48、location of reinforcing steel; 12.1.5. Curing history of specimen; 12.1.6. Test results, reported as the surface resistivity measured; and 12.1.7. The qualitative chloride ion penetrability equivalent to the surface resistivity measured (from Table 1). 13. PRECISION AND BIAS213.1. Precision: 2015 by

49、 the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c T 358-9 AASHTO 13.1.1. Single-Operator PrecisionThe single-operator coefficient of variation of a single test result has been found to be 6.3 percent (Note 5). Therefore, the results of two properly conducted tests by the same operator on concrete samples from the same batch and of the same diameter should not differ by more than 21 percent (Note 5). 13.1.2. Multila