AASHTO M 6-2013 Standard Specification for Fine Aggregate for Hydraulic Cement Concrete.pdf

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1、Standard Specification for Fine Aggregate for Hydraulic Cement Concrete AASHTO Designation: M 6-13 American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001 TS-1c M 6-1 AASHTO Standard Specification for Fine Aggregate for Hydra

2、ulic Cement Concrete AASHTO Designation: M 6-13 1. SCOPE 1.1. This specification covers the quality and grading of fine aggregate for hydraulic cement concrete used in pavements or bases, highway bridges, and incidental structures. 1.2. This specification is for use by a contractor, concrete supplie

3、r, or other purchaser as part of the purchase document describing the material to be furnished. Note 1This specification is regarded as adequate to ensure satisfactory materials for most concrete. It is recognized that, for certain work or in certain regions, it may be either more or less restrictiv

4、e than needed. For example, where aesthetics are important, more restrictive limits may be considered regarding impurities that would stain the concrete surface. The specifier should ascertain that aggregates specified are or can be made available in the area of the work, with regard to grading, phy

5、sical, or chemical properties, or combination thereof. Note 2Definitions of terms used in this specification may be found in ASTM C125. 1.3. This specification is also for use in project specifications to define the quality of aggregate, the nominal maximum size of the aggregate, and other specific

6、grading requirements. Those responsible for selecting the proportions for the concrete mixture shall have the responsibility of determining the proportions of fine and coarse aggregate and the addition of blending aggregate sizes if required or approved. Specifications for coarse aggregate are provi

7、ded in M 80. 1.4. The values stated in SI units are to be regarded as the standard. The values given in parentheses are for information only. 1.5. The text of this standard references notes and footnotes that provide explanatory material. These notes (excluding those in tables and figures) shall not

8、 be considered as requirements of this standard. 2. REFERENCED DOCUMENTS 2.1. AASHTO Standards: M 80, Coarse Aggregate for Hydraulic Cement Concrete PP 65, Determining the Reactivity of Concrete Aggregates and Selecting Appropriate Measures for Preventing Deleterious Expansion in New Concrete Constr

9、uction T 2, Sampling of Aggregates T 11, Materials Finer Than 75-m (No. 200) Sieve in Mineral Aggregates by Washing T 21, Organic Impurities in Fine Aggregates for Concrete T 27, Sieve Analysis of Fine and Coarse Aggregates T 71, Effect of Organic Impurities in Fine Aggregate on Strength of Mortar T

10、 103, Soundness of Aggregates by Freezing and Thawing 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-1c M 6-2 AASHTO T 104, Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate T 112,

11、 Clay Lumps and Friable Particles in Aggregate T 113, Lightweight Pieces in Aggregate T 161, Resistance of Concrete to Rapid Freezing and Thawing 2.2. ASTM Standards: C125, Standard Terminology Relating to Concrete and Concrete Aggregates STP169D, Significance of Tests and Properties of Concrete and

12、 Concrete-Making Materials 3. ORDERING INFORMATION 3.1. The purchaser shall include the following information in the purchase order or contract when applicable: 3.1.1. Reference to this specification, M 6, and year of issue; 3.1.2. Whether the deleterious substances limits for Class A or Class B app

13、ly, and limits on other deleterious substances (Section 7.1 and Note 6); 3.1.3. If the sulfate soundness requirement is waived (Section 8.5); 3.1.4. In the case of the sulfate soundness test (Section 8.1), which salt is to be used; if none is stated, either sodium sulfate or magnesium sulfate may be

14、 used; 3.1.5. If additional requirements are necessary for addressing reactive aggregates (Section 7.3); and 3.1.6. Any exceptions or additions to this specification. 4. GENERAL REQUIREMENTS 4.1. Fine aggregate shall consist of natural sand or manufactured sand or combinations thereof, having hard,

15、strong, durable particles. 4.2. Fine aggregate from different sources of supply shall not be mixed or stored in the same pile. 5. GRADING 5.1. Fine aggregate, when tested by means of laboratory sieves, shall conform to the requirements of Table 1, except as provided in Sections 5.2 and 5.3: Table 1G

16、rading Requirements Sieve Mass, % Passing 9.5 mm (3/8in.) 100 4.75 mm (No. 4) 95 to 100 2.36 mm (No. 8) 80 to 100 1.18 mm (No. 16) 50 to 85 600 m (No. 30) 25 to 60 300 m (No. 50) 10 to 30 150 m (No. 100) 2 to 10 2015 by the American Association of State Highway and Transportation Officials.All right

17、s reserved. Duplication is a violation of applicable law.TS-1c M 6-3 AASHTO 5.2. The minimum percent shown above for material passing the 300-m (No. 50) and 150-m (No. 100) sieves may be reduced to 5 and 0, respectively, if the aggregate is to be used in air-entrained concrete containing more than 2

18、37 kilograms of cement per cubic meter (400 lb/yd3) or in non-air-entrained concrete containing more than 297 kilograms of cement per cubic meter (500 lb/yd3) or if an approved mineral admixture is used to supply the deficiency in percent passing these sieves. Air-entrained concrete is here consider

19、ed to be concrete containing air-entraining cement or an air-entraining agent and having an air content equal to or greater than 3.5 percent. 5.3. The fine aggregate shall have no more than 45 percent passing any sieve and retained on the next consecutive sieve of those shown in Section 5.1, and its

20、 fineness modulus shall be no less than 2.3 nor more than 3.1. 5.4. Fine aggregate failing to meet the sieve analysis and fineness modulus requirements of Sections 5.1, 5.2, or 5.3, may be accepted provided that concrete made with similar fine aggregate from the same source has an acceptable perform

21、ance record in similar concrete construction; or, in the absence of a demonstrable service record, provided that it is demonstrated that concrete of the class specified, made with the fine aggregate under consideration, will have relevant properties at least equal to those of concrete made with the

22、same ingredients with the exception that a reference fine aggregate be used that is selected from a source having an acceptable performance record in similar concrete construction. Note 3Fine aggregate that conforms to the grading requirements of a specification, prepared by another organization suc

23、h as a state transportation agency, and is in general use in the area, should be considered as having a satisfactory service record with regard to those concrete properties affected by grading. Note 4Relevant properties are those properties of the concrete that are important to the particular applic

24、ation being considered. ASTM STP169D provides a discussion of important concrete properties. 6. UNIFORMITY OF GRADING 6.1. For continuing shipments of fine aggregate from a given source, the fineness modulus shall not vary more than 0.20 from the base fineness modulus. The base fineness modulus shal

25、l be that value that is typical of the source. If necessary, the base fineness modulus may be changed when approved by the purchaser. Note 5The base fineness modulus should be determined from previous tests, or if no previous tests exist, from the average of the fineness modulus values for the first

26、 ten samples (or all preceding samples if less than ten) on the order. The proportioning of a concrete mixture may be dependent on the base fineness modulus of the fine aggregate to be used. Therefore, when it appears that the base fineness modulus is considerably different from the value used in se

27、lecting proportions for the concrete mixture, a suitable adjustment in the mixture may be necessary. 7. DELETERIOUS SUBSTANCES 7.1. The amount of deleterious substances shall not exceed the following limits: (See Table 2.) 2015 by the American Association of State Highway and Transportation Official

28、s.All rights reserved. Duplication is a violation of applicable law.TS-1c M 6-4 AASHTO Table 2Deleterious Substances Limits Class A, Max Mass, % Class B, Max Mass, % Clay lumps and friable particles 3.0 3.0 Coal and lignite 0.25 1.0 Material finer than 75-m (No. 200) sieve: a. In concrete subject to

29、 surface abrasion not more than 2.0 4.0 b. All other classes of concrete, not more than 3.0 5.0 Other deleterious substances (such as shale, alkali, mica, coated grains, and soft and flaky particles) Note 6 Note 6 Note 6The purchaser or specifier, due to knowledge of the requirements of the work and

30、 the constituents of locally available aggregate, should insert appropriate requirements when needed. 7.2. Organic Impurities: 7.2.1. Fine aggregate shall be free of injurious amounts of organic impurities. Except as herein provided, aggregates subjected to the test for organic impurities and produc

31、ing a color darker than the standard shall be rejected. 7.2.2. A fine aggregate failing in the test may be used, provided that the discoloration is due principally to the presence of small quantities of coal, lignite, or similar discrete particles. 7.2.3. A fine aggregate failing in the test may be

32、used, provided that, when tested for the effect of organic impurities on strength of mortar, the relative strength at 7 days calculated in accordance with T 71 is not less than 95 percent. 7.3. Fine aggregate used in concrete that will be subject to wetting, extended exposure to humid atmosphere, or

33、 contact with moist ground shall not contain any components that are known to be reactive with soluble alkalies from the concrete paste in an amount sufficient to cause deleterious expansion of mortar or concrete, without the accompanying use of some form of remediation in the concrete that is known

34、 to prevent deleterious expansion due to alkali-silica reactivity (ASR). Refer to the procedures described in PP 65 for identifying potentially deleteriously reactive aggregates and selecting appropriate preventive measures to minimize the risk of expansion when such aggregates are used in concrete.

35、 8. SOUNDNESS 8.1. Except as provided in Sections 8.2 through 8.5, fine aggregate subjected to five cycles of the soundness test shall have a weighted average loss not greater than 10 percent when sodium sulfate is used or 15 percent when magnesium sulfate is used. 8.2. Fine aggregate failing to mee

36、t the requirements of Section 8.1 may be accepted, provided that concrete of comparable properties, made from similar aggregate from the same source, has given satisfactory service when exposed to weathering similar to that to be encountered. 8.3. Fine aggregate not having a demonstrable service rec

37、ord and failing to meet the requirements of Section 8.1 may be accepted, provided it gives satisfactory results in concrete subjected to freezing and thawing tests. (See T 161.) 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a viola

38、tion of applicable law.TS-1c M 6-5 AASHTO 8.4. Fine aggregate failing to meet the requirements given in Section 8.1 may, at the option of the purchaser or specifier, be subjected to an alternate freezing and thawing test of unconfined aggregate and may be accepted provided it gives satisfactory resu

39、lts. Note 7The purchaser or specifier should determine the details of the evaluation and criteria for determining satisfactory performance in Sections 8.2, 8.3, and 8.4. 8.5. The requirements for soundness given in Section 8.1 may be waived in the case of aggregate for use in structures or portions

40、of structures not exposed to weathering. 9. METHODS OF SAMPLING AND TESTING 9.1. Sampling and testing of fine aggregate shall be in accordance with the following methods of the American Association of State Highway and Transportation Officials: 9.1.1. SamplingT 2; 9.1.2. Sieve Analysis and Fineness

41、ModulusT 27; 9.1.3. Clay Lumps and Friable ParticlesT 112; 9.1.4. Lightweight Pieces in AggregateT 113, using a liquid of 2.0 specific gravity to remove the particles of coal and lignite; only material that is brownish-black, or black, shall be considered coal or lignite; coke shall not be classed a

42、s coal or lignite. 9.1.5. Materials Finer than 75 m (No. 200)T 11; 9.1.6. Organic ImpuritiesT 21; 9.1.7. Effect of Organic Impurities on StrengthT 71; 9.1.8. Sulfate SoundnessT 104; 9.1.9. Soundness (Unconfined Freezing and Thawing)T 103; and 9.1.10. Freezing and Thawing of ConcreteT 161. 2015 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.