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AS 2758.1—1998
Australian Standard
Aggregates and rock forengineering purposes
Part 1: Concrete aggregates
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This Australian Standard was prepared by Committee CE/12, Aggregates and Rockfor Engineering Purposes. It was approved on behalf of the Council of StandardsAustralia on 21 November 1997 and published on 5 February 1998.
The following interests are represented on Committee CE/12:
ARRB Transport Research
Australasian Railway Association
Australasian Slag Association
Australian Asphalt Pavement Association
Australian Geomechanics Society
Australian Premixed Concrete Association
Australian Stone Industry Association
AUSTROADS
Bureau of Steel Manufacturers of Australia
Cement and Concrete Association of Australia
CSIRO —Division of Building, Construction and Engineering
Crushed Stone Association of Australia
Crushed Stone Association (Qld)
Institute of Municipal Engineering Australia, New South Wales Division
Monash University
National Association of Testing Authorities, Australia
National Public Works Council
National Ready Mixed Concrete Association of New South Wales
Quarry Masters Association of New South Wales
Review of Australian Standards.To keep abreast of progress in industry, Australian Standards aresubject to periodic review and are kept up to date by the issue of amendments or new edit ions asnecessary. It is important therefore that Standards users ensure that they are in possession of the latestediti on, and any amendments thereto.Full details of all Australian Standards and related publications will be found in the Standards AustraliaCatalogue of Publications; this information is supplemented each month by the magazine ‘TheAustralian Standard’, which subscribing members receive, and which gives details of new publications,new edit ions and amendments, and of withdrawn Standards.Suggestions for improvements to Australian Standards, addressed to the head office of StandardsAustralia, are welcomed. Notification of any inaccuracy or ambiguity found in an Australian Standardshould be made without delay in order that the matter may be investigated and appropriate action taken.
This Standard was issued in draft form for comment as DR 96269.Acc
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AS 2758.1—1998
Australian Standard
Aggregates and rock forengineering purposes
Part 1: Concrete aggregates
Originated as part of AS A24— 1934.Previous edition AS 2758.1— 1985.Second edition 1998.
PUBLISHED BY STANDARDS AUSTRALIA(STANDARDS ASSOCIATION OF AUSTRALIA)1 THE CRESCENT, HOMEBUSH, NSW 2140
ISBN 0 7337 1730 6
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AS 2758.1 — 1998 2
PREFACE
This Standard was prepared by the Standards Australia Committee CE/12, Aggregates andRock for Engineering Purposes, to supersede AS 2758.1—1985.
This Standard is part of a series which covers specification of aggregates and rock. Theother Parts are as follows:
Part 2: Aggregate for sprayed bituminous surfacingPart 5: Asphalt aggregatesPart 7: Railway ballast
This Standard is called up by AS 3600,Concrete structures. In this Standard, extensivereference is made to AS 1141,Methods for sampling and testing aggregates, which isdesigned to include all aggregate tests, not only those for concrete.
The following clauses cover properties that are required to be known for a mix design andthe works specification should provide choices or limits for them:
(a) Clause 7.1, for particle density.
(b) Clause 7.2, for bulk density.
(c) Clause 7.3, for water absorption.
(d) Clause 8.1, for particle size distribution.
(e) Clause 10, for alkali aggregate reactivity.
(f) Clause 14.3, for soluble salts if above the limits given.
The remaining aggregate properties in this Standard are given limits.
Durability of coarse aggregate is related to the use of concrete and its exposure and is nota mix design factor. The works specification should select an exposure classification and amethod of assessment (see Clause 9.3).
NOTE: Exposure classifications for various uses of concrete can be found in Appendix A.Appendix B gives information on petrological terminology and classification of aggregatesources including particle shape and texture.
When works specifications are being drafted by consultants or engineers based on thisStandard, it is intended that only one procedure be nominated for each property beingspecified. A specification is likely to lead to conflict if more than one procedure isspecified for a particular property (see coarse aggregate durability).
It is recognized that satisfactory concrete can sometimes be made with aggregates whichwill not comply with this Standard in all respects, but the use of such aggregates shouldbe authorized only after special testing or consideration of previous experience with theparticular aggregates concerned.
It is also recognized that concrete for specialized requirements may necessitate morestringent limits for aggregates than those given in this Standard.
It should be noted that compliance with the grading requirements given in Tables 1 and 3will not necessarily ensure the production of workable concrete in all mixproportions. The determination of mix proportions should be related to the actual natureand grading of the aggregates to be used.
The terms ‘normative’ and ‘informative’ have been used in this Standard to define theapplication of the appendix to which they apply. A ‘normative’ appendix is an integralpart of a Standard, whereas an ‘informative’ appendix is only for information andguidance.
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3 AS 2758.1 — 1998
CONTENTS
Page
1 SCOPE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42 APPLICATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43 REFERENCED DOCUMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44 DEFINITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 55 SAMPLING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66 TESTING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67 GENERAL REQUIREMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 68 DIMENSIONAL REQUIREMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 79 DURABILITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
10 ALKALI-REACTIVE MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1311 WEAK PARTICLES IN COARSE AGGREGATE . . . . . . . . . . . . . . . . . . . . . . 1312 LIGHT PARTICLES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1313 DRYING SHRINKAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1314 IMPURITIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1415 ADDITIONAL REQUIREMENTS FOR SLAG AGGREGATES . . . . . . . . . . . . 1416 ADDITIONAL REQUIREMENTS FOR LIGHTWEIGHT AGGREGATES . . . . . 15
APPENDICESA EXPOSURE CLASSIFICATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16B TERMINOLOGY AND CLASSIFICATION (PETROLOGICAL) . . . . . . . . . . 19
Copyright STANDARDS AUSTRALIA
Users of Standards are reminded that copyright subsists in all Standards Australia publications and software. Except where theCopyright Act allows and except where provided for below no publications or software produced by Standards Australia may bereproduced, stored in a retrieval system in any form or transmitted by any means without prior permission in wri ting fromStandards Australia. Permission may be conditional on an appropriate royalty payment. Requests for permission and informationon commercial software royalt ies should be directed to the head off ice of Standards Australia.
Standards Australia wil l permit up to 10 percent of the technical content pages of a Standard to be copied for useexclusively in-house by purchasers of the Standard without payment of a royalty or advice to Standards Australia.
Standards Australia will also permit the inclusion of its copyright material in computer software programs for no royaltypayment provided such programs are used exclusively in-house by the creators of the programs.
Care should be taken to ensure that material used is from the current edit ion of the Standard and that it is updated whenever theStandard is amended or revised. The number and date of the Standard should therefore be clearly identif ied.
The use of material in print form or in computer software programs to be used commercially, with or without payment, or incommercial contracts is subject to the payment of a royalty. This policy may be varied by Standards Australia at any time.
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AS 2758.1 — 1998 4
STANDARDS AUSTRALIA
Australian Standard
Aggregates and rock for engineering purposes
Part 1: Concrete aggregates
1 SCOPE This Standard provides a basis for specifying requirements for aggregatesintended for use in the production of concrete, including precast products. Therequirements and alternatives relate to quality of rock and the properties of aggregatesincluding lightweight aggregates, and refer to the relevant test methods in AS 1141,AS 1012 and AS 4489.
2 APPLICATION This Standard shall be used in combination with a worksspecification for contract purposes. While a number of the requirements nominated arebasic, the specifier shall make a selection from the options available in this Standard, orfrom alternative test methods and limits (which may be from Australian Standards orother appropriate Standards) for incorporation into the works specification.
The basic requirements for all concrete aggregates are prescribed in Clauses 7 to 14 ofthis Standard. Additional basic requirements for slag and lightweight aggregates areprescribed in Clauses 15 and 16 respectively. Alternatives are presented for theassessment of durability in Clause 9. However, not more than one of these alternativesshall be specified.
The selection of test procedures and test limits where alternatives are provided, and thefrequency at which individual tests are required, shall be determined by the individualworks specification.
The works specification should specify all the tests appropriate to the source rock or thetender samples, or both, but the whole range of tests is not necessarily applied to controlacceptance of the product during the performance of a contract.
For contractual purposes it is the works specification which is binding. However, the casemay arise where a contract document uses phrases such as ‘material complying withAS 2758.1’ without providing a works specification. In this event the supplier shallattempt to obtain further details from the purchaser. In the continued absence of a worksspecification, material will be deemed to comply with AS 2758.1 if the supplier operates aquality system that conforms to AS/NZS ISO 9002 and can provide test data from alaboratory accredited to SAA HB 18.25 showing that the material to be supplied—
(a) is of normal weight;
(b) fulfils the requirements for aggregate to be used in concrete in B1, B2 exposureclassifications; and
(c) complies with Clauses 7 to 15 inclusive of this Standard.
3 REFERENCED DOCUMENTS The following documents are referred to in thisStandard:
AS1012 Methods of testing concrete1012.13 Method 13: Determination of the drying shrinkage of concrete for samples
prepared in the field or in the laboratory
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AS1012.20 Method 20: Determination of chloride and sulfate in hardened concrete and
concrete aggregates
1141 Methods for sampling and testing aggregates1141.3.1 Method 3.1: Sampling—Aggregates1141.3.2 Method 3.2: Sampling—Rock spalls, boulders and drill core1141.4 Method 4: Bulk density of aggregate1141.5 Method 5: Particle density and water absorption of fine aggregate1141.6.1 Method 6.1: Particle density and water absorption of coarse
aggregate—Weighing-in-water method1141.6.2 Method 6.2: Particle density and water absorption of coarse
aggregate—Pycnometer method1141.11 Method 11: Particle size distribution by sieving1141.12 Method 12: Material finer than 75µm in aggregates (by washing)1141.13 Method 13: Material finer than 2µm1141.14 Method 14: Particle shape, by proportional calliper1141.15 Method 15: Flakiness index1141.22 Method 22: Wet/dry strength variation1141.23 Method 23: Los Angeles value1141.24 Method 24: Aggregate soundness—Evaluation by exposure to sodium
sulphate solution1141.25.1 Method 25.1: Degradation factor—Source rock1141.26 Method 26: Secondary mineral content in basic igneous rocks1141.30 Method 30: Coarse aggregate quality by visual comparison1141.31 Method 31: Light particles1141.32 Method 32: Weak particles (including clay lumps, soft and friable particles)
in coarse aggregates1141.34 Method 34: Organic impurities other than sugar1141.35 Method 35: Sugar1141.37 Method 37: Iron unsoundness
1379 The specification and manufacture of concrete
3600 Concrete structures
4489 Test methods for limes and limestones4489.7 Method 7: Loss on ignition
AS/NZSISO 9002 Quality systems for production and installation
ASTMC 294 Guide for Petrographic Examination of Aggregates for Concrete
SAAHB18.25 General requirements for the competence of calibration and testing
laboratories
HB79 Alkali Aggregate reaction—Guidelines on Minimising the Risk of Damage toConcrete Structures in Australia
4 DEFINITIONS For the purpose of this Standard the definitions below apply.
NOTE: Appendix B provides some general definitions for reference purposes.
4.1 Aggregate
4.1.1 Coarse aggregate—aggregate having a nominal size greater than or equal to5 mm.
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AS 2758.1 — 1998 6
4.1.2 Fine aggregate—aggregate having a nominal size of less than 5 mm.
4.1.3 Heavyweight aggregate—aggregate composed of inorganic materials having aparticle density on a dry basis of greater than or equal to 3.2t/m3.
4.1.4 Lightweight aggregate—aggregate composed of materials having a particle densityon a dry basis of less than 2.1t/m3, and greater than or equal to 0.5t/m3.
4.1.5 Normal weight aggregate—aggregate composed of inorganic materials having aparticle density on a dry basis of less than 3.2t/m3 and greater than or equal to 2.1t/m3.
4.1.6 Ultra lightweight aggregate—aggregate composed of materials having a particledensity on a dry basis of less than 0.5t/m3.
4.2 Bulk density—the mass of a unit volume of oven-dried aggregate. It may bedetermined for aggregate in either compacted or loose states (previously known as unitmass).
4.3 Nominal size—a designation of an aggregate which gives an indication of themaximum size particle present. The concept of nominal size is for convenience ofreference and of ordering.
4.4 Particle density—the mass of the oven-dried particles divided by their saturatedsurface-dried volume (previously known as bulk density).
4.5 Recycled aggregate—crushed concrete composed of aggregate fragments coatedwith cement paste or cement mortar.
4.6 Single size aggregates—concrete single size aggregates are as defined in Table 1.
5 SAMPLING
5.1 General The sampling of aggregate and of source rock shall be carried out inaccordance with the methods described in AS 1141.3.1 and AS 1141.3.2 respectively.
NOTE: The frequency of sampling should be nominated in the works specification.
5.2 Tender samples When required by the purchaser, tender samples shall be providedas evidence of the quality and grading of the materials proposed to be supplied.
NOTE: The works specification may alternatively require the supplier to provide test data toindicate the quality and grading of the aggregate proposed for supply.
6 TESTING Testing of aggregates shall be carried out in accordance with the methodsdescribed in the relevant parts of AS 1141 and AS 1012, and in AS 4489.7. Proportions,ratios and percentages are expressed on the basis of mass.
7 GENERAL REQUIREMENTS
7.1 Particle density When determined in accordance with AS 1141.5 for fineaggregate, and AS 1141.6.1 or AS 1141.6.2 for coarse aggregate, the particle density ofthe aggregate shall be as follows :
(a) For heavyweight aggregate, not less than 3.2t/m3.
(b) For normal weight aggregate, less than 3.2t/m3 and greater than or equal to2.1 t/m3.
(c) For lightweight aggregate, less than 2.1t/m3, and greater than or equal to 0.5t/m3.
(d) For ultra lightweight aggregate, less than 0.5t/m3.
7.2 Bulk density When determined in accordance with AS 1141.4 the compacted bulkdensity of lightweight aggregate shall be less than 1.2t/m3.
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7.3 Water absorption Where specified, the percentage of water absorption shall bedetermined in accordance with AS 1141.5, AS 1141.6.1 or AS 1141.6.2.
NOTES:1 The maximum permissible water absorption should be nominated in the works specification.2 The average absorption of aggregate, other than lightweight or vesicular, is about 2 percent.
However, normal weight aggregates of higher absorption values may be acceptable based onlocal performance records and provided that the materials meet the requirements ofClauses 9 and 13.
3 The water absorption of lightweight or vesicular aggregates can exceed 2 percentconsiderably without affecting many of the properties of concrete made using suchaggregates. To minimize any effect of absorption variations, it is recommended thatlightweight and vesicular aggregates be pre-wetted prior to the commencement of themixing process.
4 Owing to their cellular structure, lightweight or vesicular aggregates have a higher waterabsorption. Care must be exercised if water absorption is the result of deleteriousmineralogy. Aggregates of this type should only be accepted if they comply with therequirements given in Clauses 9 and 13 or other durability tests specific for lightweightaggregate.
8 DIMENSIONAL REQUIREMENTS8.1 Particle size distribution (grading)8.1.1 General The supplier shall provide grading figures to indicate the averagegrading of the aggregate proposed for supply, which shall be known as the ‘submittedgrading’.
NOTE: The works specification may alternatively require the supplier to submit a sample thegrading of which will be the basis for acceptance of the quotation, tender or source of supply.This sample is known as the ‘submitted sample’.
The ‘limits of deviation’ (see Tables 2 and 3) are the maximum variations in percentagebetween the submitted grading or the grading of the submitted sample and any particulartest result during the course of the contract.
NOTES:1 Reasonably consistent grading is necessary for aggregate supplied under any one contract to
ensure practical control of concrete manufacture.2 It is recognized that smaller deviation values than those specified in Tables 2 and 3 may be
more appropriate to particular projects. Where smaller deviations are required, values shouldbe nominated in the works specification.
3 Provided that the concrete mix can be designed to achieve the required properties,satisfactory concrete may be made with aggregates with grading envelopes other than thosegiven in Tables 1 and 3.For example—a) in some regions acceptable concrete is produced when the only fine aggregates
available are finer than those given in Table 3; andb) Coarse aggregates differing from the gradings in Table 1 have been shown by
experience to be acceptable for particular applications.Variations should be detailed in the works specification.
8.1.2 Coarse aggregate When determined in accordance with AS 1141.11, the gradingof coarse aggregate supplied shall not deviate from the submitted grading, or the gradingof the submitted sample, by more than the maximum permissible deviations given inTable 2. Unless otherwise specified, the grading shall conform to the respective overalllimits for these materials given in Table 1.
NOTE: Coarse aggregates of nominal sizes greater than 40 mm may be appropriate for use inspecific work; e.g. dam construction and other mass concrete sections. Dimensionalrequirements suitable for concrete aggregates of nominal sizes greater than 40 mm do not formpart of this Standard.
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AS 2758.1 — 1998 8
8.1.3 Fine aggregate When determined in accordance with AS 1141.11, the grading offine aggregate supplied shall not deviate from the submitted grading, or the grading of thesubmitted sample, by more than the maximum permissible deviations given in Table 3.Unless otherwise specified, the grading shall conform to the respective overall limits forthese materials as specified in Table 3.
TABLE 1
COARSE AGGREGATE—GRADING REQUIREMENTS
Sieveaperture
Mass of sample passing, percent
Nominal size of graded aggregatemm*
Nominal size of single-size aggregatesmm
40 28 20 14 40 28 20 14 10 7 5†
75.0 mm 100 — — — 100 — — — — — —
53.0 mm — — — — — — — — — — —
37.5 mm 85 to 100 100 — — 85 to 100 100 — — — — —
26.5 mm — 85 to 100 100 — — 85 to 100 100 — — — —
19.0 mm 30 to 70 — 85 to 100 100 0 to 20 — 85 to 100 100 — — —
13.2 mm — 25 to 60 — 85 to 100 — 0 to 20 — 85 to 100 100 — —
9.50 mm 10 to 35 — 25 to 55 — 0 to 5 — 0 to 20 — 85 to 100 100 —
6.70 mm — — — 25 to 55 — — — 0 to 20 — 85 to 100 100
4.75 mm 0 to 5 0 to 10 0 to 10 — — 0 to 5 0 to 5 — 0 to 20 — 85 to 100
2.36 mm — 0 to 5 0 to 5 0 to 10 — — — 0 to 5 0 to 5 0 to 20 0 to 40
75 µm‡ 0 to 2 0 to 2 0 to 2 0 to 2 0 to 2 0 to 2 0 to 2 0 to 2 0 to 2 0 to 2 0 to 2
* Single-size aggregate should always be specified where strict control of grading and of concrete mix design isconsidered essential. Graded aggregates are considered more susceptible to segregation in transport and handling, andmay introduce difficulties in uniform concrete production.
† Although 5 mm nominal size is defined as coarse aggregate, it is often used in concrete as a fine aggregate.
‡ See Clause 8.2. In addition, where coarse aggregates contain more than about 1 percent of material passing the 75µmsieve, particular care should be taken to remix or wash this material to minimize the effect of segregation.
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9 AS 2758.1 — 1998
TABLE 2
COARSE AGGREGATE—LIMITS OF DEVIATION
Sieveaperture
Limits of deviation, percent†
Nominal size of gradedaggregate, mm
Nominal size of single-size aggregate,mm
40 28 20 14 40 28 20 14 10 7 5
75.0 mm — — — — — — — — — — —
53.0 mm — — — — — — — — — — —
37.6 mm ±10 — — — ±10 — — — — — —
26.5 mm ±15 ±10 — — ±10 ±10 — — — — —
19.0 mm ±15 ±15 ±10 — ±10 ±10 ±10 — — — —
13.2 mm ±10 ±15 ±15 ±10 ±5 ±10 ±10 ±10 — — —
9.50 mm ±10 ±10 ±15 ±15 — ±5 ±10 ±10 ±10 — —
6.70 mm ±5 ±10 ±10 ±15 — ±5 ±5 ±10 ±10 ±10 —
4.75 mm — ±5 ±5 ±5 — — — ±5 ±10 ±10 ±10
2.36 mm — — — — — — — — — ±10 ±10
75 µm* — — — — — — — — — — —
* See Clause 8.2.
† Limits of deviation on the submitted grading or the grading of the submitted sample(see Clause 8.1.1).
TABLE 3
FINE AGGREGATE—GRADING REQUIREMENTS ANDLIMITS OF DEVIATION
Sieve aperture
Uncrushed fine aggregate Crushed fine aggregate
Mass of samplepassing, percent
Maximumdeviation, percent
Mass of samplepassing, percent
Maximumdeviation, percent
9.50 mm 100 — 100 —
4.75 mm 90 to 100 ±5 90 to 100 ±5
2.36 mm 60 to 100 ±5 60 to 100 ±10
1.18 mm 30 to 100 ±10 30 to 100 ±15
600µm 15 to 100 ±15 15 to 80 ±15
300 µm 5 to 50 ±10 5 to 40 ±10
150 µm 0 to 20 ±5 0 to 25 ±5
75 µm* 0 to 5 — 0 to 20 ±5
* See Clause 8.2.
8.2 Material finer than 75 µm
8.2.1 Coarse and fine aggregatesWhen determined in accordance with AS 1141.11 orAS 1141.12, the quantity of material finer than 75µm in each component of a blend shallnot exceed the limits in Tables 1 and 3 for each component.
8.2.2 Material finer than 2µm When determined in accordance with AS 1141.13, thequantity of material finer than 2µm shall not exceed 1 percent for each of the coarse andfine aggregates.
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AS 2758.1 — 1998 10
8.3 Particle shape in coarse aggregateUnless otherwise specified, the proportion ofmisshapen particles in coarse aggregate retained on the 9.50 mm test sieve shall notexceed 10 percent when determined in accordance with AS 1141.14 using a 3:1 ratio orthe flakiness index shall not exceed 35 percent when determined in accordance withAS 1141.15.
NOTES:
1 In some areas the available aggregate may not comply with the shape requirements set outabove. In such cases, acceptance of the aggregate should be related to the purpose for whichthe concrete is to be used and to the design of the mix.
2 At the option of the purchaser, alternative limits may be specified for one or more of thefollowing—
(a) the appropriate proportion of misshapen particles determined in accordance withAS 1141.14, using a 2:1 ratio;
(b) the appropriate proportion of flat particles determined in accordance with AS 1141.14,using a 2:1 ratio; and
(c) the appropriate proportion of elongated particles determined in accordance withAS 1141.14, using a 2:1 ratio.
9 DURABILITY
9.1 General Aggregate durability limits are given in Clauses 9.2 and 9.3 for theexposure classification or the environment of the worst exposed concrete surface in whichthe aggregate is intended to be used. A full description of the exposure classification isgiven in Appendix A. Aggregate durability specifications shall be provided in the worksspecification.
NOTES:
1 Aggregates conforming with the requirements of this Clause are expected to have sufficientdurability to withstand the conditions of the relevant exposure classification of the concretemember for an estimated design life of 40 to 60 years. More stringent requirements thanthose specified for the particular exposure classification would be required for a design lifeexceeding 60 years.
2 Aggregate durability characteristics should not be taken as a direct predictor of themechanical and physical properties of the concrete. The true impact of the aggregate onconcrete properties can only be evaluated effectively in concrete mix trials.
3 Classification U in Appendix A represents an exposure environment not specified inTables A1 and A2 but for which a degree of severity of exposure should be assessed andappropriate durability limits provided in the works specification.
9.2 Fine aggregates All fine aggregate intended for use in concrete exposureclassifications C and B2 shall show a weighted average loss not greater than 12 percent,when determined in accordance with AS 1141.24.
Crushed fine aggregate intended for use in concrete subject to exposure classifications A1,A2 and B1 shall show a weighted average loss not greater than 15 percent, when tested inaccordance with AS 1141.24.
Uncrushed fine aggregates complying with all other requirements of this Standard willgenerally possess sufficient durability to permit satisfactory use in concrete subject toexposure classifications A1, A2 and B1 (see Notes 1, 2 and 3).
NOTES:
1 Experience has shown that uncrushed fine aggregates have generally sustained substantialweathering in their natural environment and rarely require durability testing.
2 Other test methods of particular relevance to quality of fine aggregate for concrete arematerials finer than 2µm (see Clause 8.2.3), and light particles (see Clause 12) and testmethods on reactive materials and impurities (see Clauses 10 and 14).
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3 Fine aggregates have been found to significantly influence the abrasion and skid resistanceof concrete. Additional properties may need to be specified in the works specification whereabrasion and skid resistance of the finished concrete are important.
9.3 Coarse aggregates
9.3.1 General The method of assessment of the durability of coarse aggregates shall beone of those given in Clauses 9.3.2, 9.3.3 or 9.3.4.
NOTES:
1 The method of assessment would normally be specified in the works contract and should bechosen on the basis that it has been shown by experience to be appropriate for the rocksources to be used. In some cases experience may show that the pass criteria needs to beadjusted for a particular rock source or the end use intended.
2 Various authorities in Australia have adopted and developed test methods or sets of testmethods for the assessment of the durability of aggregates, based on correlations betweenthe observed durability of aggregates in service and the results of their assessmentprocedures.
Each of these procedures has been shown to be valid for a limited range of rock sourceslocated primarily within the areas of control of the authority using the particularprocedure. Certain supporting overseas data is also available but climatic and use conditionsmay be different to the conditions experienced in Australia.
The three sets of methods represent those most commonly used in Australia.
9.3.2 Wet strength and wet/dry strength variationThe wet strength and wet/drystrength variation of aggregate, when determined in accordance with AS 1141.22, shallcomply with the appropriate limits given in Table 4.
TABLE 4
WET STRENGTH AND WET/DRY STRENGTH VARIATION
Concrete exposureclassification
Minimum wet strengthkN
Maximum wet/drystrength variation percent
A1, A2 50 45
B1, B2 80 35
C 100 25
NOTE: For some aggregates other values could be adopted in Table 4, forexample in wet/dry strength variation for concrete exposure classification C.Any changes should be based on satisfactory local experience of materials andperformance.
9.3.3 Los Angeles value and sodium sulfate soundnessThe Los Angeles value of theaggregates, when determined in accordance with AS 1141.23, shall comply with theappropriate limits given in Table 5 and the sodium sulfate soundness, when determined inaccordance with AS 1141.24, shall show a weighted average loss not greater than thevalues given in Table 6.
NOTES:
1 Some coarse-grained rocks, e.g. granite, have been known to lose whole crystals during theLos Angeles value test procedure. Care should be exercised when interpreting the results oftests from a quarry containing rock of this type.
2 For some aggregates other values could be adopted than those given in Table 5 based onsatisfactory local experience of materials and performance, e.g. vesicular aggregates.
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3 Outright rejection of aggregates is not recommended based solely on the results ofAS 1141.24. Confirmation of the aggregates unsuitability should be sought using other testsmore closely related to the specific service intended.
TABLE 5
LOS ANGELES VALUE
Rock type
Maximum Los Angeles value, percent loss
Concrete exposure classifications
A1, A2 B1, B2, C
Coarse grained (see Notes 1 and 2) 40 35
All other rocks 35 30
TABLE 6
SODIUM SULFATE SOUNDNESS
Concrete exposure classificationMaximum weighted average
loss percent
A1, A2 12
B1, B2 9
C 6
9.3.4 Los Angeles value and unsound and marginal stone contentThe Los Angelesvalue, when determined in accordance with AS 1141.23, shall comply with the appropriatelimits given in Table 5 and the unsound stone content, when determined in accordancewith AS 1141.30, shall not exceed the following values—
(a) unsound stone content . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 percent; and
(b) total of unsound stone content and marginal stone . . . . . . . . . . . . . . . 10 percent.
NOTE: Some rock sources contain secondary minerals or exhibit other properties which mayaffect the long-term durability of the product and give rise to poor service performance.AS 1141.30 provides a method for visual comparison with reference specimens to allow visualcomparisons and quality assessments. Suggested values of degradation factor, when determinedin accordance with AS 1141.25, and secondary mineral content, when determined in accordancewith AS 1141.26, used to classify the reference specimens are as follows:
Rock type Degradationfactor
Secondary mineralcontent*, percent
Basic igneous:(a) Sound(b) Marginal
≥ 50≥ 30 ≤ 49
≤ 25≥ 26 ≤ 30
Other igneousand metamorphic
† Not required
* Basic igneous source rock which does not comply with specifiedsecondary mineral content requirements but from which aggregates ofproven satisfactory performance have been produced may be acceptable.
† Degradation factor values for rock types other than basalts should bebased on satisfactory local service and should be included in the worksspecification.
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13 AS 2758.1 — 1998
10 ALKALI-REACTIVE MATERIALS
10.1 General Aggregates intended for use in concrete that will be subjected to frequentwetting, extended exposure to humid atmosphere, or contact with moist ground, shall notreact with alkalis in the concrete to an extent that may result in excessive expansion.
10.2 Requirements The supplier shall provide appropriate documentation to allowassessment of the potential reactivity of the aggregate. The works specification shalldefine the method of assessment and the test methods to be used.
NOTE: Guidance on assessment and mix design is given in SAA HB79.
11 WEAK PARTICLES IN COARSE AGGREGATE When coarse aggregate istested in accordance with AS 1141.32, the proportion of weak particles shall not exceed0.5 percent.
12 LIGHT PARTICLES Except for lightweight aggregates and ultra lightweightaggregates, materials of particle density less than 2.0t/m3 in the total fine and coarseaggregate shall not exceed 1 percent by mass when determined in accordance withAS 1141.31. For vesicular aggregates, a limit of 3 percent is permissible.
NOTE: Light particles, particularly of wood, coal, charcoal and the like, tend to rise to thesurface during vibration of concrete used in horizontal surfaces such as pavements and floors.The permissible limit of 1 percent, while not affecting the strength of concrete, will producevery poor surface finishes under the above conditions. For such work a lower limit may bespecified.
13 DRYING SHRINKAGE Except where the potential contribution of fine and coarseaggregates to the shrinkage of concrete has been tested for a particular concrete mix inaccordance with AS 1012.13, the following materials shall not be used as aggregates (seeNotes 1, 2 and 3):
(a) Volcanic breccia.
(b) Mudstone.
(c) Sandstone.
(d) Shale.
(e) Highly weathered or altered rocks.
NOTES:
1 The degree of shrinkage of concrete depends on a number of factors which are related to theparticular mix. These include the influence of the water demand of the mix, cementcharacteristics and aggregate characteristics. The concrete shrinkage is dependent on theindividual factors and their interaction (see AS 1379 for full discussion of the variousfactors).
2 Aggregate assists in resisting the shrinkage of the cement paste if it has a high modulus butmay contribute to the shrinkage of concrete when the minerals comprising the rocksubstance include swelling clays or the rock substance itself has a capacity to absorb water.With the exception of lightweight aggregate, absorptions of about 2 percent are average, sovalues in excess of this are more likely to be associated with higher than average concreteshrinkage.
3 Grading, shape and texture of aggregate, particularly fine aggregate, influence water demandin concrete and therefore influence concrete shrinkage.
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AS 2758.1 — 1998 14
14 IMPURITIES
14.1 Organic impurities Where fine aggregate is tested in accordance withAS 1141.34, the colour obtained shall not be darker than the standard colour of thereference solution.
NOTE: The performance of the suspect sand may be evaluated by comparing its performance inconcrete to that of a similar concrete manufactured using a known satisfactory fine aggregate.
14.2 Sugar When tested in accordance with AS 1141.35, the aggregate shall testnegative to the presence of sugar.
14.3 Soluble salts
NOTE: Excessive quantities of some soluble salts may cause efflorescence on the concrete,corrosion of the reinforcing steel or disintegration of the mass of the concrete. Permissiblelevels of soluble salts are generally expressed as the proportion of the relevant ion present inthe concrete by mass of concrete or by mass of portland cement.
14.3.1 Chlorides The chloride ion content of aggregates determined quantitatively inaccordance with AS 1012.20 shall be reported if in excess of 0.01 percent (see Note).
NOTE: A combination of aggregates where the total chloride salt content (expressed as Cl-)exceeds 0.04 percent should not be used in reinforced concrete. A combination of aggregateswhere the total chloride salt content exceeds 0.15 percent should not be used in plain concrete.
14.3.2 Sulfates The sulfate ion content of aggregates determined quantitatively inaccordance with AS 1012.20 shall be reported if in excess of 0.01 percent (see Note).
NOTE: Aggregates should not be used which, when tested in accordance with AS 1012.20,contain sulfates (expressed as SO3) in proportions which result in the sulfate content of theconcrete mix exceeding 5.0 percent by mass of portland cement.
14.3.3 Other salts Aggregates which contain other strongly ionized salts, such asnitrates, shall not be used unless it can be shown that they do not adversely affectconcrete durability. Restrictions on the presence of these salts may be specified in theworks specification.
15 ADDITIONAL REQUIREMENTS FOR SLAG AGGREGATES
15.1 Iron unsoundness When chemical analysis of the slag shows that the ferrousoxide content equals or exceeds 3 percent and the sulfur content equals or exceeds1.0 percent, the aggregate should be tested for iron unsoundness.
If the iron unsoundness of the slag, when tested in accordance with AS 1141.37, exceeds1 percent it shall not be used as a concrete aggregate.
NOTE: Iron unsoundness has not been recorded for Australian iron blast furnace slag. Ironunsoundness which is manifested by disintegration of the slag on immersion in water is highlylikely when the iron blast furnace slag contains more than the above limits for ferrous oxide andsulfur.
15.2 Falling or dusting unsoundness Fresh slag shall only be used as an aggregate inconcrete if it has been allowed to cool to below 50°C.
NOTE: During the cooling of some blast furnace slag the inversion at around 490°C of any betadicalcium silicate in the slag to the gamma form, may result in disruption of the slag mass. Thisdisruption leads to what is known as falling or dusting unsoundness. Any beta dicalcium silicatethat is retained in the cooled slag is considered to be kinetically stable and will not invert tocause disruption of the slag. No evidence has been found either in Australia or overseas ofdelayed inversion of beta dicalcium silicate in iron blast furnace slag, or of deterioration ofconcrete due to the presence of beta dicalcium silicate.
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15 AS 2758.1 — 1998
15.3 Stockpiling of iron blast furnace slag aggregate Crushed blast furnace slagaggregate intended to be used in concrete shall be stockpiled in moist condition at or nearthe saturated surface dry condition, prior to use. The moisture condition shall bemaintained by sprinkling with water.
Prior to use of blast furnace slag from a new source or when significant changes infurnace chemistry occur in an existing source which may result in the presence of freelime, the potential for pop-out formation shall be assessed by determining the free-limecontent of the slag by petrographic examination or quantitive x-ray diffractometry on arepresentative sample obtained in accordance with AS 1141.3.1.
If the level of particles containing free lime exceeds 1 in 20 then stockpiling of the slagrepresented by the tested sample shall be continued under the above moisture conditionsuntil further testing shows that the level has fallen below 1 in 20.
NOTE: The previous requirement of prolonged weathering of the aggregate was designed toeliminate the occurrence of ‘pop-outs’ in the concrete containing the slag aggregate resultingfrom the incomplete assimilation of the calcined limestone in the blast furnace. Modern blastfurnace practice in Australia is intended to ensure all flux materials including limestone arefully assimilated into the molten slag. Where that is achieved no unassimilated particles ofcalcined limestone are present in the solidified slag. Hence the occurrence of popouts as a resultof the hydration of these particles cannot occur.
16 ADDITIONAL REQUIREMENTS FOR LIGHTWEIGHT AGGREGATES
16.1 Weak particles When coarse lightweight aggregate is tested in accordance withAS 1141.32, the proportion of weak particles shall not exceed 2 percent.
16.2 Loss on ignition When determined generally in accordance with AS 4489.7,lightweight aggregates shall not show loss on ignition by mass in excess of 5 percent.
NOTE: Certain processed aggregates may be hydrated during production; if so, the quality ofthe product is not reduced thereby. Other aggregates may in their natural states containinnocuous carbonates or water of crystallization, which will contribute to the loss on ignition.Therefore, consideration should be given to the type of material when evaluating the product interms of ignition loss.
16.3 Variation of bulk density The maximum permissible deviation of the compactedbulk density shall not exceed 10 percent of the compacted bulk density of the tendersample or nominated density.
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AS 2758.1 — 1998 16
APPENDIX A
EXPOSURE CLASSIFICATIONS
(Normative)
The exposure classification for an aggregate shall be determined from Table A1, Table A2and Figure A1. The exposure classification of a concrete member shall be taken as themost severe exposure of any of its surfaces. The exposure conditions are classified A to Cin increasing order of their aggressiveness to the concrete element or structure. There areno limits given in Clause 9 for the classification U.
TABLE A1
EXPOSURE CLASSIFICATIONS
Surface and exposure environment
Exposureclassification
All concrete types
1 Surfaces of members in contact with the ground(a) Members protected by a damp-proof membrane(b) Residential footings in non-aggressive soils(c) Other members in non-aggressive soils(d) Members in aggressive soils
A1A1A2
See Table A2
2 Surfaces of members in interior environments(a) Fully enclosed within a building except for a brief
period of weather exposure during construction(b) In industrial buildings, the member being subject to
repeated wetting and drying
A1
B1
3 Surfaces of members in above-ground exterior environmentsIn areas that are:
(a) Inland (> 50 km from coastline) environment being—(i) non-industrial and arid climatic zone(Notes 3 and 4)(ii) non-industrial and temperate climatic zone(iii) non-industrial and tropical climatic zone(iv) industrial and any climatic zone
(b) Near coastal (1 km to 50 km from coastline), anyclimatic zone
(c) Coastal (up to 1 km from coastline but excluding tidaland splash zones) (Note 5), any climatic zone
A1A2B1B1
B1
B2
4 Surface of members in water(a) In fresh water(b) In sea water—
(i) permanently submerged(ii) in tidal or splash zones
(c) In soft or running water
B1
B2C
B1–C
5 Surfaces of members in other environmentsAny exposure environment not otherwise described inItems 1 to 4 above
U
NOTES:
1 In this context, reinforced concrete includes any concrete containing metals whichrely on the concrete for protection against environmental degradation. Plain concretemembers containing reinforcement or other metallic embedments should therefore betreated as reinforced members when considering durability.
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17 AS 2758.1 — 1998
2 The climatic zones referred to are those given in Figure A1, which is a simplifiedversion of Plate 8 of the Bureau of Meteorology publication, ‘Climate of Australia’,1982.
3 ‘Industrial’ refers to areas that are within 3 km of industries that dischargeatmospheric pollutants.
4 For the purpose of this Table, the coastal zone includes locations within 1 km of theshoreline of large expanses of salt water (e.g. Port Phillip Bay, Sydney Harbour eastof the Spit and Harbour bridges, Swan River west of the Narrows Bridge). Wherethere are strong prevailing winds or vigorous surf, the distance should be increasedbeyond 1 km and higher levels of protection should be considered. Proximity to smallsaltwater bays, estuaries and rivers may be disregarded.
TABLE A2
EXPOSURE CLASSIFICATION—GROUND WATER
Nature of ground water in contactwith concrete surface
All concrete types
Low permeability soile.g. clay
High permeability soile.g. sand
Saline (chloride containing soils)
Resistivity when damp (10 to 30Ω.m) B1 B2
Resistivity when damp < 10Ω.m B1 C
Sulfate-containing soils(See Note)
SO4 < 1000 ppm B1 B2
SO4 1000 − 6000 ppm B2 C
SO4 > 6000 ppm C* C*
Acidic soils
pH < 4.0 C U†
* Particularly in high and very high salinity soils which are permeable, evaporation andcapillary action can result in spalling of concrete protruding above the ground. Therefore,consideration should be given to installing a membrane or adding an effectivewaterproofing agent.
† For these situations, considerations should be given to the use of sacrificial aggregates.
NOTE: Equivalent sulfur trioxide SO3 = 0.83 × sulfate ion SO4.
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AS 2758.1 — 1998 18
FIGURE A1 CLIMATIC ZONES REFERRED TO IN TABLE A1
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19 AS 2758.1 — 1998
APPENDIX B
TERMINOLOGY AND CLASSIFICATION (PETROLOGICAL)
(Informative)
B1 INTRODUCTION Identification of the rock types which are to be used in theproduction of aggregate may provide an initial indication of suitability for purpose.However, it should be emphasized that rock type identification cannot substitute for theperformance of the engineering tests detailed in this Standard. Nor can it be implied thatbecause two sources have a similar rock type identification, they will have the sameengineering properties.
In most rocks the engineering properties are influenced by the primary mineralogy, thegrain size and rock structure, secondary and adverse mineralogy, and the degree ofweathering.
Table B1 and Table B2 provide an aid to identification of sedimentary, igneous andmetamorphic rocks in sufficient detail for the purposes of this Standard. They followgeneral geological practice, but are intended as a guide only; geological training isrequired for the satisfactory identification of rocks. Engineering properties cannot beinferred from rock names in the tables.
Table B3 provides a general description of the more common rock types which may beused for aggregate in Australia.
For details on primary and secondary mineralogy and some information on the effects ofmineralogy on the engineering properties of aggregate, reference should be made toASTM C 294.
NOTES to Tables B1 and B2:
1 Principal rock types (generally common) are shown in bold type in capitals, e.g.GRANITE .Less common rock types are shown in lower case, e.g. Greywacke.
2 Granular rocks may be distinguished from crystalline rocks by scratching with a knife,which should remove whole grains from cement matrix in the granular rocks. The separategrains may also sometimes be distinguished using a hand lens.
Siliceous rocks are generally harder and more resistant to scratching than calcareous rocks.
3 In the Tables the boundaries of the heavy lined box describe the conditions to which therock name applies.
B2 PARTICLE SHAPE AND SURFACE TEXTURE OF AGGREGATE Theimportant external characteristics of the particles of mineral aggregates include their shapeand surface texture. To avoid lengthy descriptions, it is convenient to classify theseproperties under a number of simple headings. The system shown in Tables B4 and B5has been devised for this purpose.
Characteristic specimens are illustrated in Figure B1 and tests for obtaining quantitativeassessment of particle shape are given in AS 1141.14.
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AS 2758.1 — 1998 20
TABLE B1
AN AID TO IDENTIFICATION OF ROCKS FOR ENGINEERING PURPOSES
(SEDIMENTARY ROCKS)
Tables B1 and B2 follow general geological practice, but are intended as a guide only;geological training is required for the satisfactory identification of rocks. Engineeringproperties cannot be inferred from rock names in the Table.
Grain sizemm
Bedded rocks (mostly sedimentary)
Morethan20
Grainsizedescr iption
At least 50% of grains are ofcarbonate
At least 50% ofgrains are of fine-grained volcanicrock
20__
6__
2__
RU
DA
CE
OU
S
CONGLOMERATERounded boulders, cobbles andgrave l cemented in a finer matrix
Brecc iaIrregular rock fragments in a finerma trix
LIM
ES
TO
NE
and
DO
LOM
ITE
(und
iffer
entia
ted) Calcirudite*
Fragments ofvolcanic ejec ta in afiner ma trix
Rounded grainsAGGLOMERATE
Angular grainsVOLCANICBRECCIA
SALINEROCKS
Halite
Anhydrite
0.6__
0.2__
0.06__
AR
EN
AC
EO
US
Fin
eM
ediu
mC
oars
e
SANDSTONEAngular or rounded grains,commonly ceme nted by clay,ca lcitic or iron minerals
QuartziteQuartz grains and siliceous ce ment
ArkoseMany feldspar grains
GreywackeMany rock chips
Calcarenite
Cementedvolcanic ash
TUFF
Gypsum
0.002__
AR
GIL
LAC
EO
US MUDSTONE
SILTSTONEMostly silt
Cal
care
ous
mud
ston
e
Calcisiltite
CH
ALK
Fine-grainedTUFF
Le ssthan
0.002__
SHALEFissile
CLAYSTONEMostly clay
Calcilutite
Very fine-grainedTUFF
Amorphousor crypto-crystalline
Flint: occu rs as bands of nodules in the chalk
Chert: occ urs as nodules and beds in limestone and calcareous sandstone
COAL
LIGNITE
Granular ceme nted— except amorphous rocks
SILICEOUS CALCAREOUS SILICEOUSCARBON-ACEOUS
SEDIMENTARY ROCKSGranular ceme nted rocks vary greatly in strength, some sandstones are stronger than many igneous rocks.Bedding may not show in hand spec imens and is bes t seen in outcrop. Only sedimentary rocks, and someme tamorphic rocks derived from them, contain fossils.
Calcareous rocks contain calc ite (calcium carbonate) which effervesces with dilute hydrochloric acid.
* A more detailed classification is given in Clark, A.R. and Walker, B.F.Geotechnique, 1977, 27(1), 93-99.
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TABLE B2
AN AID TO IDENTIFICATION OF ROCKS FOR ENGINEERING PURPOSES
(METAMORPHIC AND IGNEOUS ROCKS)
Obviously foliated rocks(mostly metamorph ic)
Rocks with massive structure and cr ystalline texture(mostly igneous)
Grain sizemm
Grainsizedescr iption
Grainsizedescr iption Pyroxenite
Morethan20Pegmatite
COARSE
GNEISSWell developed butoften widely spacedfoliation sometimeswith schistose bands
MARBLE
COARSE GRANITE 1 Diorite1,2 GABBRO 3 Peridotite
__20
__6QUARTZITE
MigmatiteIrregularly foliated:mixed schists andgneisses
Granulite These rocks are sometimes porphyriticand are then desc ribed, for example, asporphyritic granite
HORNFELS __2
MEDIUM SCHISTWell developedundulose foliation;generally much mica
Amphibolite
Serpentine
MEDIUM Microgranite1 Microdiorite 1,2 Dolerite3,4
__0.6
__0.2
__0.06
These rocks are sometimes porphyriticand are then desc ribed as porphyries
FINE
PHYLLITESlightly undulosefoliation; sometimes‘spotted’
SLATEWell developed planecleavage (foliation)
FINE
RHYOLITE 4,5 ANDESITE 4,5 BASALT 4,5
__0.002
Le ssthan
__0.002
These rocks are sometimes porphyriticand are then desc ribed as porphyries
MyloniteFound in fault zones,ma inly in igneous andme tamorphic areas
Obsidian5 Volcanic glassAmorphousor crypto-crystalline
CRYSTALL INEPale
colour------------------------------------- Dark
SILICEOUSMainlySILICEOUS
ACIDMuchquartz
INTERMEDIATESome quartz
BASICLittleor noquartz
ULTRABASIC
METAMORPHIC ROCKSMost metamorphic rocks are distinguished by foliation whichmay impart fissility. Foliation in gneisses is best observed inoutcrop. Non-foliated metamorphics are difficult to recogniseexcep t by association. Any rock baked by contactme tamorphism is descr ibed as a ‘hornfels’ and is genera llysomewhat stronger than the parent rock.
Most fresh metamorphic rocks are strong although perhapsfissile.
IGNEOUS ROCKSComposed of closely interlocking minera l grains. Strong when fresh; not porous
Mode of occurrence: 1 Batholiths; 2 Lacc oliths; 3 Sills; 4 Dykes; 5 La va flows; 6 Veins
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AS 2758.1 — 1998 22
TABLE B3
ROCK TYPES COMMONLY USED FOR AGGREGATES
Petrological term Description
Andesite* A fine-grained rock, usually volcanic, similar in composition to diorite
Arkose A type of sandstone or gritstone containing over 25% feldspar
Basalt A fine-grained basic rock, similar in composition to gabbro, usually volcanic
Breccia† Rock consisting of angular, unworn rock fragments, bonded by natural cement
Calcrete (var.caliche)
A rock type formed from soil or rock fragments cemented with calcite
Chert Cryptocrystalline‡ silica
Conglomerate† Rock consisting of rounded pebbles in a finer matrix bonded by natural cement
Dacite* A fine-grained intermediate rock having a composition in between rhyolite and andesite
Diorite An intermediate plutonic rock, consisting mainly of plagioclase, with hornblende, augite orbiotite
Dolerite A basic rock, with grain size intermediate between that of gabbro and basalt
Dolomite A rock or mineral composed of calcium magnesium carbonate
Gabbro A coarse-grained, basic, plutonic rock, consisting essentially of calcic plagioclase and pyroxene,sometimes with olivine
Gneiss A banded rock, produced by intense metamorphic conditions
Granite An acidic, plutonic rock, consisting essentially of alkali feldspars and quartz
Granulite A metamorphic rock with granular texture and no preferred orientation of the minerals
Greywacke An impure type of sandstone or gritstone, composed of poorly sorted fragments of quartz, otherminerals and rock; the coarser grains are usually strongly cemented in a fine matrix
Hornfels A thermally metamorphosed fine grained rock containing substantial amounts of rock-formingsilicate minerals
Limestone A sedimentary rock, consisting predominantly of calcium carbonate
Marble A metamorphosed limestone
Microgranite* An acidic rock with grain size intermediate between that of granite and rhyolite
Quartzite A metamorphic rock or sedimentary rock, composed almost entirely of quartz grains
Rhyolite* A fine-grained or glassy acidic rock, usually volcanic
Sandstone A sedimentary rock, composed of sand grains naturally cemented together
Schist A metamorphic rock in which the minerals are arranged in nearly parallel bands or layers. Platyor elongated minerals such as mica or hornblende cause fissility in the rock which distinguishesit from a gneiss
Serpentinite A metamorphic rock type consisting predominantly of serpentine. The rock is derived frommetamorphism of ultra-basic or silicified limestone parent rocks
(continued)
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23 AS 2758.1 — 1998
TABLE B3 (continued)
Petrological term Description
Slag Typically a silica and calcium rich residue of metal smelting process. For the purposes of thisStandard, slags are classified as ferrous or non-ferrous as follows:
(a) Iron blast furnace slag aggregates—slag produced in the production of iron, consistingessentially of silicates and alumino-silicates of calcium and other bases. By influencingthe cooling conditions and cooling rates, the molten blast furnace slag can solidify to thefollowing products with their own distinctive physical properties:
(i) Crystalline slag—results from the solidification of molten slag under atmosphericconditions in pits or bays. Cooling may be subsequently accelerated by applicationof water to the solidified surface.
(ii) Granulated slag—refers to the glassy granular material formed when molten slag israpidly chilled by the impingement of and mixing with a large volume of water.
(b) Non-ferrous metallurgical slag aggregate—slag produced from smelting processes formetals such as copper, lead and nickel.
(c) Steel furnace slag—steel furnace slag is the non-metallic product consisting essentially ofcalcium silicates and ferrites combined with fused oxides of iron, aluminium, manganese,calcium and magnesium, that is developed in a molten condition simultaneously with steelin a basic oxygen or electric arc furnace.
Slate A rock derived from argillaceous sediments or volcanic ash by metamorphism, characterized bycleavage planes independent of the original stratification
Silcrete A rock type formed from soil or rock fragments cemented with silica
Syenite An intermediate plutonic rock, consisting mainly of alkali feldspar with plagioclase, hornblende,biotite, or augtite
Trachyte* A fine-grained rock, usually volcanic, similar in composition to syenite
Tuff Consolidated volcanic ash
* The terms microgranite, dacite, rhyolite, andesite, or trachyte, as appropriate, are preferred for rocks alternativelydescribed as porphyry or felsite.
† Some terms refer to structure or texture only, e.g. breccia or conglomerate, and these terms cannot be used alone toprovide a full description.
‡ Composed of crystals so fine that they can be resolved only with the aid of a high-power microscope.
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AS 2758.1 — 1998 24
TABLE B4
PARTICLE SHAPE *
Classification Description
Rounded Fully water-worn or completely shaped by attrition
Irregular Naturally irregular, or partly shaped by attrition and havingrounded edges
Angular Possessing well-defined edges formed at the intersection ofroughly planar faces
Flaky Material of which the thickness is small relative to the othertwo dimensions
Elongated Material, usually angular, in which the length is considerablylarger than the other two dimensions
Flaky and elongated Material having the length considerably larger than the width,and the width considerably larger than the thickness
* See also Figure B1.
TABLE B5
SURFACE TEXTURE
Surface texture group* Characteristics
Glassy Conchoidal fracture
Smooth Water-worn, or smooth due to fracture of laminated or fine-grained rock
Granular Fracture showing more or less uniform rounded grains
Rough Rough fracture of fine-grained or medium-grained rockcontaining no easily visible crystalline constituents
Crystalline Containing easily visible crystalline constituents
Honeycombed With visible pores and cavities
* The surface texture grouping is broad, being based on the impression that would be gainedby a visual examination of hand specimens.
It should be noted that different specimens of the same rock type may not fall into thesame group.
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Flaky
Elongated
Flaky and Elongated
Angular
Blocky cubical
Sub-rounded
Rounded
Irregular
FIGURE B1 TYPICAL PARTICLE SHAPES
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