Standard Specification for Lightweight Aggregates for Structural Concrete

11 Pages·00.112 MB·English

by  ASTM

Designation: C 33 – 03
Standard Specification for
Concrete Aggregates1
ThisstandardisissuedunderthefixeddesignationC33;thenumberimmediatelyfollowingthedesignationindicatestheyearoforiginal
adoptionor,inthecaseofrevision,theyearoflastrevision.Anumberinparenthesesindicatestheyearoflastreapproval.Asuperscript
epsilon(e)indicatesaneditorialchangesincethelastrevisionorreapproval.
ThisstandardhasbeenapprovedforusebyagenciesoftheDepartmentofDefense.
1. Scope* C40 Test Method for Organic Impurities in Fine Aggre-
1.1 This specification defines the requirements for grading gates for Concrete3
andqualityoffineandcoarseaggregate(otherthanlightweight C87 Test Method for Effect of Organic Impurities in Fine
or heavyweight aggregate) for use in concrete.2 Aggregate on Strength of Mortar3
1.2 This specification is for use by a contractor, concrete C88 Test Method for Soundness of Aggregates by Use of
supplier, or other purchaser as part of the purchase document Sodium Sulfate or Magnesium Sulfate3
describing the material to be furnished. C117 TestMethodforMaterialFinerthan75-µm(No.200)
Sieve in MineralAggregates by Washing3
NOTE 1—Thisspecificationisregardedasadequatetoensuresatisfac- C123 TestMethodforLightweightParticlesinAggregate3
torymaterialsformostconcrete.Itisrecognizedthat,forcertainworkor
C125 Terminology Relating to Concrete and Concrete
incertainregions,itmaybeeithermoreorlessrestrictivethanneeded.For
Aggregates3
example, where aesthetics are important, more restrictive limits may be
C131 TestMethodforResistancetoDegradationofSmall-
consideredregardingimpuritiesthatwouldstaintheconcretesurface.The
specifier should ascertain that aggregates specified are or can be made SizeCoarseAggregatebyAbrasionandImpactintheLos
available in the area of the work, with regard to grading, physical, or Angeles Machine3
chemicalproperties,orcombinationthereof. C136 Test Method for Sieve Analysis of Fine and Coarse
1.3 Thisspecificationisalsoforuseinprojectspecifications Aggregates3
to define the quality of aggregate, the nominal maximum size C142 TestMethodforClayLumpsandFriableParticlesin
of the aggregate, and other specific grading requirements. Aggregates3
Thoseresponsibleforselectingtheproportionsfortheconcrete C150 Specification for Portland Cement4
mixture shall have the responsibility of determining the pro- C227 Test Method for Potential Alkali Reactivity of
portions of fine and coarse aggregate and the addition of Cement-Aggregate Combinations (Mortar-Bar Method)3
blending aggregate sizes if required or approved. C289 TestMethodforPotentialAlkali-SilicaReactivityof
1.4 The values stated in SI units are to be regarded as the Aggregates (Chemical Method)3
standard. The values given in parentheses are for information C294 Descriptive Nomenclature for Constituents of Con-
only. creteAggregates3
1.5 Thetextofthisstandardreferencesnotesandfootnotes C295 Guide for Petrographic Examination of Aggregates
whichprovideexplanatorymaterial.Thesenotesandfootnotes for Concrete3
(excluding those in tables and figures) shall not be considered C311 Test Methods for Sampling and Testing Fly Ash or
as requirements of this standard. Natural Pozzolans for Use as a Mineral Admixture in
Portland-Cement Concrete3
2. Referenced Documents C330 Specification for Lightweight Aggregates for Struc-
2.1 ASTM Standards: tural Concrete3
C29/C29M TestMethodforBulkDensity(“UnitWeight”) C331 Specification for Lightweight Aggregates for Con-
and Voids inAggregate3 crete Masonry Units3
C332 SpecificationforLightweightAggregatesforInsulat-
ing Concrete3
C342 Test Method for Potential Volume Change of
1This specification is under the jurisdiction of ASTM Committee C09 on
Cement-Aggregate Combinations5
ConcreteandConcreteAggregates andisthedirectresponsibilityofSubcommittee
C09.20 onNormalWeightAggregates. C441 TestMethodforEffectivenessofMineralAdmixtures
Current edition approved June 10, 2003. Published July 2003. Originally or Ground Blast-Furnace Slag in Preventing Excessive
approvedin1921.Lastpreviouseditionapprovedin2002asC33–02a.
2For lightweight aggregates, see Specifications C331, C332, and C330; for
heavyweight aggregates see Specification C637 and Descriptive Nomenclature
C638. 4AnnualBookofASTMStandards,Vol04.01.
3AnnualBookofASTMStandards,Vol04.02. 5Discontinued;see2001AnnualBookofASTMStandards,Vol04.02.
*ASummaryofChangessectionappearsattheendofthisstandard.
Copyright©ASTMInternational,100BarrHarborDrive,POBoxC700,WestConshohocken,PA19428-2959,UnitedStates.
1
C 33 – 03
Expansion of Concrete Due to theAlkali-Silica Reaction3 4. Ordering and Specifying Information
C535 TestMethodforResistancetoDegradationofLarge-
4.1 The direct purchaser of aggregates shall include the
SizeCoarseAggregatebyAbrasionandImpactintheLos
informationin4.2inthepurchaseorderasapplicable.Aproject
Angeles Machine3
specifiershallincludeintheprojectdocumentsinformationto
C586 Test Method for Potential Alkali Reactivity of Car-
describe the aggregate to be used in the project from the
bonate Rocks for Concrete Aggregates (Rock Cylinder
applicable items in 4.3.
Method)3
4.2 Includeinthepurchaseorderforaggregatesthefollow-
C595 Specification for Blended Hydraulic Cements4
ing information, as applicable:
C618 Specification for Coal FlyAsh and Raw or Calcined
4.2.1 Reference to this specification, as C33____,
Natural Pozzolan for Use as a Mineral Admixture in
4.2.2 Whether the order is for fine aggregate or for coarse
Concrete3
aggregate,
C637 SpecificationforAggregatesforRadiation-Shielding
4.2.3 Quantity, in metric tons or tons,
Concrete3
4.2.4 When the order is for fine aggregate:
C638 Descriptive Nomenclature of Constituents ofAggre-
4.2.4.1 Whether the restriction on reactive materials in 7.3
gates for Radiation-Shielding Concrete3
applies,
C666 Test Method for Resistance of Concrete to Rapid
4.2.4.2 In the case of the sulfate soundness test (see 8.1)
Freezing and Thawing3
whichsaltistobeused.Ifnoneisstated,eithersodiumsulfate
C989 Specification for Ground Granulated Blast-Furnace
or magnesium sulfate shall be used,
Slag for Use in Concrete and Mortars3
4.2.4.3 The appropriate limit for material finer than 75-µm
C1105 TestMethodforLengthChangeofConcreteDueto
(No.200)sieve(seeTable1).Ifnotstated,the3.0%limitshall
Alkali-Carbonate Rock Reaction3
apply,
C1157 Performance Specification for Hydraulic Cement4
4.2.4.4 Theappropriatelimitforcoalandlignite(seeTable
C1240 Specification for Use of Silica Fume as a Mineral
1). If not stated, the 1.0% limit shall apply,
Admixture in Hydraulic-Cement Concrete, Mortar, and
4.2.5 When the order is for coarse aggregate:
Grout3
4.2.5.1 Thegrading(sizenumber)(see10.1andTable2),or
C1260 Test Method for Potential Alkali Reactivity of
alternate grading as agreed between the purchaser and aggre-
Aggregates (Mortar-Bar Method)3
gate supplier.
C1293 Test Method for Concrete Aggregates by Determi-
4.2.5.2 The class designation (see 11.1 and Table 3),
nationofLengthChangeofConcreteDuetoAlkali-Silica
4.2.5.3 Whethertherestrictiononreactivematerialsin11.2
Reaction3
applies,
D75 Practice for SamplingAggregates6
4.2.5.4 In the case of the sulfate soundness test (see Table
D3665 Practice for Random Sampling of Construction
3), which salt is to be used. If none is stated, either sodium
Materials6
sulfate or magnesium sufate shall be used, and
E11 Specification for Wire–Cloth and Sieves for Testing
4.2.6 Any exceptions or additions to this specification (see
Purposes7
Note 1).
4.3 Include in project specifications for aggregates the
TABLE1 LimitsforDeleteriousSubstancesinFineAggregate following information, as applicable:
forConcrete 4.3.1 Reference to this specification, as C33____.
MassPercent 4.3.2 Whentheaggregatebeingdescribedisfineaggregate:
Item ofTotalSample,
4.3.2.1 Whether the restriction on reactive materials in 7.3
max
applies,
Claylumpsandfriableparticles 3.0
4.3.2.2 In the case of the sulfate soundness test (see 8.1)
Materialfinerthan75-µm(No.200)sieve:
Concretesubjecttoabrasion 3.0A whichsaltistobeused.Ifnoneisstated,eithersodiumsulfate
Allotherconcrete 5.0A or magnesium sulfate shall be used.
Coalandlignite:
Wheresurfaceappearanceofconcrete 0.5 4.3.2.3 The appropriate limit for material finer than the
isofimportance 75-µm (No. 200) sieve (see Table 1). If not stated, the 3.0%
Allotherconcrete 1.0
limit shall apply, and
AInthecaseofmanufacturedsand,ifthematerialfinerthanthe75-µm(No. 4.3.2.4 Thelimitthatapplieswithregardtocoalandlignite
200)sieveconsistsofthedustoffracture,essentiallyfreeofclayorshale,these
(Table 1). If not stated, the 1.0% limit shall apply.
limitsarepermittedtobeincreasedto5and7%,respectively.
4.3.3 When the aggregate being described is coarse aggre-
gate, include:
3. Terminology 4.3.3.1 The nominal maximum size or sizes permitted,
3.1 For definitions of terms used in this standard, refer to basedonthicknessofsectionorspacingofreinforcingbarsor
Terminology C125. othercriteria.Inlieuofstatingthenominalmaximumsize,the
specifiershalldesignateanappropriatesizenumberornumbers
(see10.1andTable2).Designationofasizenumbertoindicate
a nominal size shall not restrict the person responsible for
6AnnualBookofASTMStandards,Vol04.03.
7AnnualBookofASTMStandards,Vol14.02. selectingproportionsfromcombiningtwoormoregradingsof
2
C 33 – 03
e
s
300µm(No.50) ... ... ... ... ... ... ... ... ... ... ... ... ... 0to5 0to5 isacoar
h
c
hi
1.18mm(No.16) ... ... ... ... ... ... ... ... ... ... ... ... 0to5 0to10 0to10 ber89,w
m
u
2.36mm(No.8) ... ... ... ... ... ... ... ... 0to5 ... 0to5 0to5 0to10 5to30 10to40 easizen
at
mm4) 5 5 5 10 5 10 15 30 55 100 cre
4.75(No. ... ... ... 0to ... 0to ... 0to 0to 0to 0to 0to 10to 20to 85to erialto
Aggregates quare-Openings),MassPercent 19.0mm12.5mm9.5mm(⁄in.)(⁄in.)(⁄in.)313428 0to5...... 0to5...... ...0to5... ...10to30... 0to15...0to5 35to70...10to30 20to550to100to5 40to8510to400to15 ...25to60... 90to10020to550to15 90to100...20to55 10090to10040to70 ...10085to100 ...10090to100 ......100 scombinedwithasizenumber8mat
uirementsforCoarse EachLaboratorySieve(S 37.5mm25.0mm(1⁄in.)(1in.)12 0to15... 0to15... 35to700to15 ...35to70 90to10020to55 95to100... 10090to100 10090to100 10095to100 ...100 ...100 ...... ...... ...... ...... coarseaggregatewheniti
dingReq Finerthan 50mm(2in.) ... 35to70 90to100 95to100 100 100 ... ... ... ... ... ... ... ... ... udedasa
LE2Gra Amounts 63mm(2⁄in.)12 25to60 90to100 100 100 ... ... ... ... ... ... ... ... ... ... ... ate.Itisincl
B g
TA gre
5mm3in.) ... 100 ... ... ... ... ... ... ... ... ... ... ... ... ... neag
7( fi
a
s
90mm⁄in.)(312 90to100 ... ... ... ... ... ... ... ... ... ... ... ... ... ... gyC125a
o
ol
n
100mm4in.) 100 ... ... ... ... ... ... ... ... ... ... ... ... ... ... Termi5.
( in12
dC
e
NominalSize(SieveswithSquareOpenings) 90to37.5mm⁄to1⁄in.)(31122 63to37.5mm⁄to1⁄in.)(21122 50to25.0mm(2to1in.) 50to4.75mm(2in.toNo.4) 37.5to19.0mm⁄to⁄in.)(11324 37.5to4.75mm⁄in.toNo.4)(112 25.0to12.5mm⁄in.)(1to12 25.0to9.5mm⁄in.)(1to38 25.0to4.75mm(1in.toNo.4) 19.0to9.5mm⁄to⁄in.)(3348 19.0to4.75mm⁄in.toNo.4)(34 12.5to4.75mm⁄in.toNo.4)(12 9.5to2.36mm⁄in.toNo.8)(38 9.5to1.18mm⁄in.toNo.16)(38 4.75to1.18mm(No.4toNo.16) 9aggregateisdefinnedbyTerminology
mber umberasdefi
SizeNu 1 2 3 357 4 467 5 56 57 6 67 7 8 89 A9 ASizenggregate
a
3
TABLE3 LimitsforDeleteriousSubstancesandPhysicalPropertyRequirementsofCoarseAggregateforConcrete
NOTE 1—SeeFig.1forthelocationoftheweatheringregionsandNote9forguidanceinusingthemap.Theweatheringregionsaredefinedasfollows:
(S)SevereWeatheringRegion—Acoldclimatewhereconcreteisexposedtodeicingchemicalsorotheraggressiveagents,or
whereconcretemaybecomesaturatedbycontinuedcontactwithmoistureorfreewaterpriortorepeatedfreezingandthawing.
(M)ModerateWeatheringRegion—Aclimatewhereoccasionalfreezingisexpected,butwhereconcreteinoutdoorservicewillnot
becontinuallyexposedtofreezingandthawinginthepresenceofmoistureortodeicingchemicals.
(N)NegligibleWeatheringRegion—Aclimatewhereconcreteisrarelyexposedtofreezinginthepresenceofmoisture.
MaximumAllowable,%
SumofClay
Class TypeorLocationofConcrete Clay Chert(Less Lumps,Friable MaterialFiner Magnesium
Designation Construction Lumpsand Than2.40sp Particles,and Than75-µm Coaland AbrasionA Sulfate
FriablePar- Chert(Less Lignite Soundness
grSSD) (No.200)Sieve
ticles Than2.40sp (5cycles)B
grSSD)
SevereWeatheringRegions
1S Footings,foundations,columnsand 10.0 ... ... 1.0C 1.0 50 ...
beamsnotexposedtotheweather,in-
teriorfloorslabstobegivencoverings
2S Interiorfloorswithoutcoverings 5.0 ... ... 1.0C 0.5 50 ...
3S Foundationwallsabovegrade,retaining 5.0 5.0 7.0 1.0C 0.5 50 18
walls,abutments,piers,girders,and
beamsexposedtotheweather
4S Pavements,bridgedecks,driveways 3.0 5.0 5.0 1.0C 0.5 50 18
andcurbs,walks,patios,garagefloors,
exposedfloorsandporches,orwater-
frontstructures,subjecttofrequent
wetting C
4 5S Exposedarchitecturalconcrete 2.0 3.0 3.0 1.0C 0.5 50 18
3
ModerateWeatheringRegions 3
1M Footings,foundations,columns,and 10.0 ... ... 1.0C 1.0 50 ...
–
beamsnotexposedtotheweather,in-
0
teriorfloorslabstobegivencoverings 3
2M Interiorfloorswithoutcoverings 5.0 ... ... 1.0C 0.5 50 ...
3M Foundationwallsabovegrade,retaining 5.0 8.0 10.0 1.0C 0.5 50 18
walls,abutments,piers,girders,and
beamsexposedtotheweather
4M Pavements,bridgedecks,driveways 5.0 5.0 7.0 1.0C 0.5 50 18
andcurbs,walks,patios,garagefloors,exposedfloors
andporches,orwater-
frontstructuressubjecttofrequentwet-
ting
5M Exposedarchitecturalconcrete 3.0 3.0 5.0 1.0C 0.5 50 18
NegligibleWeatheringRegions
1N Slabssubjecttotrafficabrasion,bridge 5.0 ... ... 1.0C 0.5 50 ...
decks,floors,sidewalks,pavements
2N Allotherclassesofconcrete 10.0 ... ... 1.0C 1.0 50 ...
ACrushedair-cooledblast-furnaceslagisexcludedfromtheabrasionrequirements.Theroddedorjiggedbulkdensity(unitweight)ofcrushedair-cooledblast-furnaceslagshallbenotlessthan1120kg/m3(70lb/ft3).
Thegradingofslagusedinthebulkdensity(unitweight)testshallconformtothegradingtobeusedintheconcrete.Abrasionlossofgravel,crushedgravel,orcrushedstoneshallbedeterminedonthetestsizeor
sizesmostnearlycorrespondingtothegradingorgradingstobeusedintheconcrete.Whenmorethanonegradingistobeused,thelimitonabrasionlossshallapplytoeach.
BTheallowablelimitsforsoundnessshallbe12%ifsodiumsulfateisused.
CThispercentageundereitherofthefollowingconditions:(1)ispermittedtobeincreasedto1.5ifthematerialisessentiallyfreeofclayorshale;or(2)ifthesourceofthefineaggregatetobeusedintheconcrete
is known to contain less than the specified maximum amount passing the 75-µm (No. 200) sieve (Table 1 ) the percentage limit (L)on the amount in the coarse aggregate is permitted to be increased to
L=1+[(P)/(100−P)](T−A),whereP=percentageofsandintheconcreteasapercentoftotalaggregate,T=theTable1limitfortheamountpermittedinthefineaggregate,andA=theactualamountinthefine
aggregate.(Thisprovidesaweightedcalculationdesignedtolimitthemaximummassofmaterialpassingthe75-µm(No.200)sieveintheconcretetothatwhichwouldbeobtainedifboththefineandcoarseaggregate
weresuppliedatthemaximumtabulatedpercentageforeachoftheseingredients.)
C 33 – 03
aggregate to obtain a desired grading, provided that the NOTE 4—Relevant properties are those properties of the concrete that
gradings are not otherwise restricted by the project specifier are important to the particular application being considered. STP169C8
andthenominalmaximumsizeindicatedbythesizenumberis providesadiscussionofimportantconcreteproperties.
not exceeded, 6.4 Forcontinuingshipmentsoffineaggregatefromagiven
4.3.3.2 The class designation (see 11.1 and Table 3), source, the fineness modulus shall not vary more than 0.20
4.3.3.3 Whethertherestrictiononreactivematerialsin11.2 from the base fineness modulus. The base fineness modulus
applies, shall be that value that is typical of the source.The purchaser
4.3.3.4 In the case of the sulfate soundness test (see Table or specifier has the authority to approve a change in the base
3), which salt is to be used. If none is stated, either sodium fineness modulus.
sulfate or magnesium sulfate shall be used, and
NOTE 5—The base fineness modulus should be determined from
4.3.4 The person responsible for selecting the concrete
previous tests, or if no previous tests exist, from the average of the
proportions if other than the concrete producer. finenessmodulusvaluesforthefirsttensamples(orallprecedingsamples
4.3.5 Any exceptions or additions to this specification (see iflessthanten)ontheorder.Theproportioningofaconcretemixturemay
Note 1). be dependent on the base fineness modulus of the fine aggregate to be
used. Therefore, when it appears that the base fineness modulus is
FINEAGGREGATE considerably different from the value used in the concrete mixture, a
suitableadjustmentinthemixturemaybenecessary.
5. General Characteristics 7. Deleterious Substances
5.1 Fine aggregate shall consist of natural sand, manufac- 7.1 The amount of deleterious substances in fine aggregate
tured sand, or a combination thereof. shall not exceed the limits prescribed in Table 1.
7.2 Organic Impurities:
6. Grading 7.2.1 Fine aggregate shall be free of injurious amounts of
6.1 Sieve Analysis—Fine aggregate, except as provided in organic impurities. Except as herein provided, aggregates
6.2 and 6.3 shall be graded within the following limits: subjected to the test for organic impurities and producing a
color darker than the standard shall be rejected.
Sieve(SpecificationE11) PercentPassing
9.5-mm(3⁄8-in.) 100 7.2.2 Use of a fine aggregate failing in the test is not
4.75-mm(No.4) 95to100 prohibited,providedthatthediscolorationisdueprincipallyto
2.36-mm(No.8) 80to100
the presence of small quantities of coal, lignite, or similar
1.18-mm(No.16) 50to85
600-µm(No.30) 25to60 discrete particles.
300-µm(No.50) 5to30 7.2.3 Use of a fine aggregate failing in the test is not
150-µm(No.100) 0to10
prohibited,providedthat,whentestedfortheeffectoforganic
NOTE 2—Concretewithfineaggregategradingsneartheminimumsfor impuritiesonstrengthofmortar,therelativestrengthat7days,
percentpassingthe300µm(No.50)and150µm(No.100)sometimeshave
calculated in accordance with Test Method C87, is not less
difficultieswithworkability,pumpingorexcessivebleeding.Theaddition
than 95%.
ofentrainedair,additionalcement,ortheadditionofanapprovedmineral
admixturetosupplythedeficientfines,aremethodsusedtoalleviatesuch 7.3 Fineaggregateforuseinconcretethatwillbesubjectto
difficulties. wetting, extended exposure to humid atmosphere, or contact
6.2 The fine aggregate shall have not more than 45% with moist ground shall not contain any materials that are
passinganysieveandretainedonthenextconsecutivesieveof deleteriously reactive with the alkalies in the cement in an
those shown in 6.1, and its fineness modulus shall be not less amount sufficient to cause excessive expansion of mortar or
than 2.3 nor more than 3.1. concrete, except that if such materials are present in injurious
6.3 Fine aggregate failing to meet these grading require- amounts,useofthefineaggregateisnotprohibitedwhenused
mentsshallmeettherequirementsofthissectionprovidedthat with a cement containing less than 0.60% alkalies calculated
the supplier can demonstrate to the purchaser or specifier that as sodium oxide equivalent (Na2O + 0.658K2O) or with the
concreteoftheclassspecified,madewithfineaggregateunder addition of a material that has been shown to prevent harmful
consideration, will have relevant properties (see Note 4) at expansion due to the alkali-aggregate reaction. (SeeAppendix
least equal to those of concrete made with the same ingredi- X1.)
ents, with the exception that the reference fine aggregate shall
8. Soundness
be selected from a source having an acceptable performance
8.1 Except as provided in 8.2 and 8.3, fine aggregate
record in similar concrete construction.
subjected to five cycles of the soundness test shall have a
NOTE 3—Fineaggregatethatconformstothegradingrequirementsof weighted average loss not greater than 10% when sodium
aspecification,preparedbyanotherorganizationsuchasastatetranspor-
sulfate is used or 15% when magnesium sulfate is used.
tationagency,whichisingeneraluseinthearea,shouldbeconsideredas
8.2 Fine aggregate failing to meet the requirements of 8.1
having a satisfactory service record with regard to those concrete
shall be regarded as meeting the requirements of this section
propertiesaffectedbygrading.
provided that the supplier demonstrates to the purchaser or
8Significance of Tests and Properties of Concrete and Concrete Making
Materials,STP169C,ASTM,1994.
5
C 33 – 03
specifier that concrete of comparable properties, made from 10. Grading
similaraggregatefromthesamesource,hasgivensatisfactory 10.1 Coarse aggregates shall conform to the requirements
service when exposed to weathering similar to that to be prescribed in Table 2 for the size number specified.
encountered.
8.3 Fineaggregatenothavingademonstrableservicerecord NOTE 7—The ranges shown inTable 2 are by necessity very wide in
ordertoaccommodatenationwideconditions.Forqualitycontrolofany
andfailingtomeettherequirementsof8.1shallberegardedas
specificoperation,aproducershoulddevelopanaveragegradingforthe
meeting the requirements of this section provided that the
particularsourceandproductionfacilities,andshouldcontroltheproduc-
supplier demonstrates to the purchaser or specifier it gives
tion gradings within reasonable tolerances from this average. Where
satisfactory results in concrete subjected to freezing and coarseaggregatesizenumbers357or467areused,theaggregateshould
thawing tests (see Test Method C666). befurnishedinatleasttwoseparatesizes.
11. Deleterious Substances
COARSEAGGREGATE
11.1 Except for the provisions of 11.3, the limits given in
9. General Characteristics
Table3shallapplyfortheclassofcoarseaggregatedesignated
9.1 Coarseaggregateshallconsistofgravel,crushedgravel, inthepurchaseorderorotherdocument(seeNote8andNote
crushed stone, air-cooled blast furnace slag, or crushed 9). If the class is not specified, the requirements for Class 3S,
hydraulic-cement concrete (see Note 6), or a combination 3M, or 1N shall apply in the severe, moderate, and negligible
thereof, conforming to the requirements of this specification. weathering regions, respectively (see Table 3 and Fig. 1).
NOTE 6—Although crushed hydraulic-cement concrete has been used NOTE 8—The specifier of the aggregate should designate the class of
asanaggregatewithreportedsatisfactoryresults,itsusemayrequiresome coarse aggregate to be used in the work, based on weathering severity,
additional precautions. Mixing water requirements may be increased abrasion, and other factors of exposure. (See Table 3 and Fig. 1.) The
becauseoftheharshnessoftheaggregate.Partiallydeterioratedconcrete, limits for coarse aggregate corresponding to each class designation are
used as aggregate, may reduce freeze-thaw resistance, affect air void expectedtoensuresatisfactoryperformanceinconcretefortherespective
properties or degrade during handling, mixing, or placing. Crushed typeandlocationofconstruction.Selectingaclasswithundulyrestrictive
concrete may have constituents that would be susceptible to alkali- limitsmayresultinunnecessarycostifmaterialsmeetingthoserequire-
aggregate reactivity or sulfate attack in the new concrete or may bring mentsarenotlocallyavailable.Selectingaclasswithlenientlimitsmay
sulfates, chlorides, or organic material to the new concrete in its pore result in unsatisfactory performance and premature deterioration of the
structure. concrete. While concrete in different parts of a single structure may be
FIG.1LocationofWeatheringRegions
6
C 33 – 03
adequatelymadewithdifferentclassesofcoarseaggregate,thespecifier notprohibitedtousethesametestspecimenforsieveanalysis
maywishtorequirethecoarseaggregateforallconcretetoconformtothe and for determination of material finer than the 75-µm (No.
same more restrictive class to reduce the chance of furnishing concrete 200) sieve. The use of separated sizes from the sieve analysis
withthewrongclassofaggregate,especiallyonsmallerprojects.
is acceptable for soundness or abrasion tests, however, addi-
NOTE 9—Forcoarseaggregateinconcreteexposedtoweathering,the
tionaltestspecimenpreparationisrequired(seeNote10).For
mapwiththeweatheringregionsshowninFig.1isintendedtoserveonly
asaguidetoprobableweatheringseverity.Thoseundertakingconstruc- other test procedures and the evaluation of potential alkali
tion,especiallyneartheboundariesofweatheringregions,shouldconsult reactivity, when required, use independent test specimens.
local weather bureau records for amount of winter precipitation and
number of freeze-thaw cycles to be expected, for determining the NOTE 10—Thematerialusedforthesoundnesstestrequiresresieving
weathering severity for establishing test requirements of the coarse to allow proper test specimen preparation as specified in Test Method
aggregate.Forconstructionataltitudesexceeding1520m(5000ft)above C88.
sealevel,thelikelihoodofmoresevereweatheringthanindicatedbythe 12.1.1 Sampling—Practice D75 and Practice D3665.
map should be considered. In arid areas, severity of weathering may be
12.1.2 Grading and Fineness Modulus—Test Method
less than that indicated. In either case, the definitions of weathering
C136.
severityinTable3wouldgovern.Ifthereisdoubtinchoosingbetween
tworegions,selectthemoresevereweatheringregion. 12.1.3 Amount of Material Finer than 75-µm (No. 200)
Sieve—Test Method C117.
11.2 Coarse aggregate for use in concrete that will be
subjecttowetting,extendedexposuretohumidatmosphere,or 12.1.4 Organic Impurities—Test Method C40.
contact with moist ground shall not contain any materials that 12.1.5 Effect of Organic Impurities on Strength—Test
aredeleteriouslyreactivewiththealkaliesinthecementinan Method C87.
amount sufficient to cause excessive expansion of mortar or 12.1.6 Soundness—Test Method C88.
concrete except that if such materials are present in injurious 12.1.7 Clay Lumps and Friable Particles— Test Method
amounts,thecoarseaggregateisnotprohibitedwhenusedwith C142.
a cement containing less than 0.60% alkalies calculated as 12.1.8 CoalandLignite—TestMethodC123,usingaliquid
sodium oxide equivalent (Na O+0.658K O) or with the of 2.0 specific gravity to remove the particles of coal and
2 2
addition of a material that has been shown to prevent harmful lignite.Onlymaterialthatisbrownish-black,orblack,shallbe
expansion due to the alkali-aggregate reaction. (SeeAppendix consideredcoalorlignite.Cokeshallnotbeclassedascoalor
X1.) lignite.
11.3 Coarse aggregate having test results exceeding the 12.1.9 Bulk Density (Unit Weight) of Slag—Test Method
limits specified in Table 3 shall be regarded as meeting the C29/C29M.
requirementsofthissectionprovidedthesupplierdemonstrates 12.1.10 AbrasionofCoarseAggregate—TestMethodC131
to the purchaser or specifier that concrete made with similar or Test Method C535.
aggregate from the same source has given satisfactory service 12.1.11 Reactive Aggregates—SeeAppendix X1.
whenexposedinasimilarmannertothattobeencountered;or, 12.1.12 Freezing and Thawing—Procedures for making
intheabsenceofademonstrableservicerecord,providedthat freezing and thawing tests of concrete are described in Test
the aggregate produces concrete having satisfactory relevant Method C666.
properties (see Note 4).
12.1.13 Chert—Test Method C123 is used to identify
particles in a sample of coarse aggregate lighter than 2.40
METHODS OFSAMPLINGAND TESTING
specific gravity, and Guide C295 to identify which of the
12. Methods of Sampling and Testing particles in the light fraction are chert.
12.1 Sampleandtesttheaggregatesinaccordancewiththe
13. Keywords
following methods, except as otherwise provided in this
specification. Make the required tests on test specimens that 13.1 aggregates;coarseaggregate;concreteaggregates;fine
complywithrequirementsofthedesignatedtestmethods.Itis aggregate
7
C 33 – 03
APPENDIX
(NonmandatoryInformation)
X1. METHODSFOREVALUATINGPOTENTIALFORDELETERIOUSEXPANSIONDUETOALKALIREACTIVITYOFAN
AGGREGATE
X1.1 Introduction cussionofwhichhavebeenassociatedwithdeleteriousexpan-
X1.1.1 LaboratoryMethods—Manytestmethodsforevalu- sion due to alkali reaction.
ating the potential for deleterious expansion due to alkali X1.2.1.2 Guide C 295 (Petrographic Examination of
reactivity of an aggregate have been proposed and some have Aggregates)—This guide outlines the procedures for examin-
beenadoptedasASTMstandards.However,thereisnogeneral inganaggregatesampleorasamplefromapotentialaggregate
agreementontherelationbetweentheresultsofthesetestsand source to determine whether substances that are potentially
theamountofexpansiontobeexpectedortoleratedinservice. deleteriouslyreactivearepresent;and,ifso,inwhatamounts.
Therefore, evaluation of the suitability of an aggregate should X1.2.1.3 Alkali-Silica Reaction—Certain materials are
bebaseduponjudgment,interpretationoftestdata,andresults known to be potentially deleteriously alkali-silica reactive.
of examinations of concrete structures containing the same These include forms of silica such as opal, chalcedony,
aggregates and similar cementitious materials having similar tridymite, and cristobalite; cryptocrystalline and microcrystal-
levels of alkalies. Results of the tests referred to in this line, strained, or highly fractured quartz; and intermediate to
appendixmayassistinmakingtheevaluation.Wheninterpret- acid (silica-rich) volcanic glass such as is likely to occur in
ing expansion of laboratory specimens, consideration should rhyolite,andesite,ordacite.Determinationofthepresenceand
begivennotonlytoexpansionvaluesatspecificages,butalso quantities of these materials by petrographic examination is
to the shape of the expansion curve, which may indicate helpful in evaluating potential alkali reactivity. An aggregate
whether the expansion is leveling off or continuing at a can be potentially deleteriously reactive when some of these
constant or accelerating rate. materials,suchasopal,arepresentinverysmallquantities(for
X1.1.2 ServiceRecordEvaluation—Valid,comparablecon- example, 1%).
crete service record data, if available, should take precedence X1.2.1.4 Alkali-CarbonateRockReaction—Thereactionof
over laboratory test results in most cases. To be considered dolomite in certain carbonate rocks with alkalies has been
valid,arecordofsatisfactoryserviceshouldbeavailableforat associated with deleterious expansion of concrete containing
least 10 years for aggregates, cementitious materials, and such rocks as coarse aggregate. The most rapidly reactive
exposuressufficientlysimilartothoseinwhichanaggregateis carbonate rocks possess a characteristic texture in which
beingconsideredforfutureuse.Longerperiodsofdocumented relatively large crystals of dolomite are scattered in a finer-
service may be required for proposed work designed for a grained matrix of calcite and clay. These rocks also have a
particularly long service life in moist conditions, or if labora- composition in which the carbonate portion consists of sub-
tory test results show that the aggregate may be deleteriously stantial amounts of both dolomite and calcite, and the acid-
reactive. insolubleresiduecontainsasignificantamountofclay.Certain
X1.1.3 Mitigation of Alkali-Aggregate Reaction—If an ag- purely dolomitic rocks also may produce slow expansion in
gregatehasbeenjudgedtobepotentiallydeleteriouslyreactive concrete.
in concrete either through laboratory or service record evalu-
ation,useoftheaggregateshouldbeconsideredwithmeasures X1.3 Alkali-Silica Reaction
known to prevent excessive expansion due to alkali-aggregate
X1.3.1 TestMethodC289(ChemicalMethod)—Theresults
reaction. See the mitigation sections in this appendix under
of the test are values for the quantities of dissolved silica (S )
X1.3 Alkali-Silica Reaction and X1.4 Alkali-Carbonate Rock c
and reduction in alkalinity (R ) for each of the three test
Reaction and References cited for discussion of prevention c
portions from the prepared aggregate test sample.Aggregates
strategies for new concrete.
represented by plotted points (S , R ), which lie on the
c c
X1.2 Background deleterioussideofthesolidcurveofFig.X1.1ofTestMethod
C289usuallyshouldbeconsideredpotentiallyreactive.Three
X1.2.1 Background information on alkali-aggregate reac-
regions are delineated in the figure: (1) aggregates considered
tioncanbefoundinRef(1)9,DescriptiveNomenclatureC294,
innocuous; (2) aggregates considered potentially deleterious;
andGuideC295asdiscussedasfollows.Additionaldiscussion
and (3) aggregates considered deleterious. Aggregates repre-
is included in Refs (2) (3). These references address both
sented by points lying in the potentially deleterious region
alkali-silica reaction and alkali-carbonate rock reaction.
abovethedashedlineinFig.X1.1ofTestMethodC289may
X1.2.1.1 Descriptive Nomenclature C294 for Constituents
give relatively low expansions in mortar or concrete even
ofConcreteAggregates—Thisnomenclatureprovidesdescrip-
though they are extremely reactive with alkalies. The test can
tions of constituents of mineral aggregates and includes dis-
be made quickly and can provide helpful information, except
for slowly reactive rocks such as some granitic gneiss and
quartzite.Also, as pointed out in the appendix toTest Method
9Theboldfacenumbersinparenthesesrefertothelistofreferencesattheendof
thisstandard. C289,theresultsmaynotbecorrectforaggregatescontaining
8
C 33 – 03
carbonates or magnesium silicates, such as antigorite (serpen- methodshouldnotbeusedforrejectionofaggregatesunlessit
tine), or constituents producing late-slow reactivity. See the has been established using the sources of supplementary
appendix to Test Method C289 for a discussion of the informationcitedinthetestmethodthatthedetectedexpansion
interpretationofresultsandapplicablereferences.Iftestresults is actually due to alkali-silica reaction. There is good agree-
indicate deleterious or potentially deleterious character, the mentinthepublishedliteraturecitedinthetestmethodforthe
aggregates should be tested in accordance with Test Methods expansionlimits:(1)expansionsoflessthan0.10%at16days
C227 or C1293 to verify the potential for expansion in after casting are indicative of innocuous behavior in most
concrete. cases; (2) expansions of more than 0.20% at 16 days are
X1.3.2 TestMethodC227(Mortar-BarMethodforCement- indicativeofpotentiallydeleteriousexpansion;and(3)expan-
Aggregate Combinations)—The results of this test method, sions between 0.10 and 0.20% at 16 days include both
when a high-alkali cement is used, furnish information on the aggregates that are known to be innocuous and deleterious in
likelihood of potentially deleterious expansion occurring. The field performance. If test results indicate expansion greater
alkali content of the portland cement should be at least 0.8%, than 0.10% at 16 days, the aggregate should be tested in
expressedaspercentsodiumoxideequivalent(%Na O+0.658 accordance with Test Method C1293 unless appropriate field
2
3 %K O). Combinations of aggregate and cementitious ma- experience demonstrates that it does not cause deleterious
2
terials that have produced excessive expansions in this test expansion in concrete. (See X1.3.7.)
method should be considered potentially reactive. While the X1.3.5 Test Method C1293 (Concrete Prism Method for
lineofdemarcationbetweeninnocuousandpotentiallydelete- Alkali-SilicaReactivity)—Thetestmethodevaluatestheaggre-
rious combinations is not clearly defined, expansion is gener- gates for potential alkali-silica reaction expansion using con-
allyconsideredtobeexcessiveifitexceeds0.05%at3months crete prisms. The test method is accelerated by using an
or 0.10% at 6 months. Expansions greater than 0.05% at 3 elevated alkali content and Test Method C227 exposure
months should not be considered excessive when the 6-month conditions. The appendix to Test Method C1293 provides
expansion remains below 0.10%. Data for the 3-month tests guidance on interpretation of the results. Aggregates with
should be considered only when 6-month results are not expansions equal to or greater than 0.04% at one year are
available. The limits may not be conservative for slowly considered potentially deleteriously reactive.This test method
reactive aggregates. Test Method C227 is not suitable for is considered to be the most reliable procedure amongASTM
slowly reactive aggregates, and its use for this purpose is not Test Methods for the evaluation of aggregates for alkali-silica
advised (1, 2).Aggregates suspected of being slowly reactive reaction.
shouldbeevaluatedusingTestMethodC1260orTestMethod X1.3.6 Test Method C441 (Mortar-Bar Method for Effec-
C1293.TestMethodC227isalsousedwithaspecificreactive tivenessofMineralAdmixturesorGroundBlast-FurnaceSlag
glass aggregate to verify the mitigation effectiveness of in Preventing Excessive Expansion of Concrete Due to the
blendedcementsmeetingSpecificationC595,withtheTable2 Alkali-SilicaReaction)—Ingeneral,thepotentialforexpansion
optional mortar expansion requirement, and meeting Perfor- due to alkali-silica reactivity can be controlled by using a
mance Specification C1157 with Option R. These procedures sufficientamountofaneffectivepozzolanorgroundgranulated
aresimilartotheprovisionsofTestMethodC441discussedas blast-furnace slag as a portion of the cementitious material
follows for mineral admixtures and ground slag. component in concrete, or by using a cement of a low alkali
X1.3.3 Test Method C342 (Mortar Bars Subjected to content.Inthecaseofpozzolan,itisnecessarytoestablishits
Changes in Moisture and Temperature)—This withdrawn test effectiveness using a standard test; and the only ASTM test
method was intended for research concerning the potential method that evaluates the effectiveness of pozzolan or slag is
expansion of cement-aggregate combinations involving se- Test Method C441. This test method uses mortar bars as in
lected aggregates found in parts of Oklahoma, Kansas, Ne- Test Method C227. Specification C618 provides a criterion
braska, and Iowa. Due to the specimen conditioning proce- for its use as applied to fly ash and raw or calcined natural
dures,theexpansionofmortarbarsinthistestmethodmaynot pozzolans when sampled and tested in accordance with Test
be related to alkali-silica reaction under normal-temperature Methods C311. Specification C1240 provides criteria for the
conditioning. Data on the use of this test method are given in use of Test Method C441 to evaluate silica fume for control-
the references cited in a footnote in the test method. It is lingexpansion.AppendixX3toSpecificationC989describes
indicated that cement-aggregate combinations tested by this its use for ground granulated blast-furnace slag.
procedure in which expansion equals or exceeds 0.20% at an X1.3.7 MitigationofAlkali-SilicaReaction—Normallyifan
age of 1 year may be considered unsatisfactory for use in aggregateisshowntobenonreactiveorinnocuousbyproduc-
concreteexposedtowidevariationsoftemperatureanddegree ing little or no expansion in Test Method C1260 or Test
ofsaturationwithwater.Thistestmethodisnotrecommended Method C1293, no mitigation is necessary. Similarly, if the
for use in regions other than previously cited. aggregate has a long satisfactory service record with similar
X1.3.4 TestMethodC1260(Mortar-BarMethodforPoten- cementitious materials having similar or higher alkali levels,
tial Alkali Reactivity of Aggregate)—This test method is an nomitigationisnecessary.Ontheotherhand,useofaggregates
acceleratedscreeningtechniquedevelopedforthedetectionof judged to be potentially deleteriously alkali-silica reactive
materials that develop deleterious expansions slowly over a should be considered with the use of measures known to
long period of time. Some aggregates that perform well in the preventexcessiveexpansion.Theseincludemeasuressuchas:
fieldhavebeenshowntofailthistest(4,5).Resultsofthistest low-alkali cement (Specification C150 with the low-alkali
9
C 33 – 03
option);blendedcements(SpecificationC595withtheTable2 crete when the aggregate is regarded as susceptible to delete-
optional mortar expansion requirement or Performance Speci- rious expansion in service due to the alkali-carbonate rock
ficationC1157withOptionR);pozzolanicmaterials(meeting reaction. The appendix to Test Method C1105 provides gen-
the optional physical requirement on effectiveness in control- eralinformationandreferencesconcerningtheinterpretationof
ling alkali-silica reaction in Specification C618 or reactivity results.Acement-aggregate combination might reasonably be
with cement alkalies in Specification C1240 for silica fume); classified as potentially deleteriously reactive if the average
or ground slag (shown to be effective in preventing excessive expansionofsixconcretespecimensisequaltoorgreaterthan:
expansion of concrete due to alkali-aggregate reaction as 0.015% at 3 months; 0.025% at 6 months; or 0.030% at 1
discussed inAppendix X3 of Specification C989). The effec-
year. Data for later ages are preferred.
tiveness of the cementitious materials or admixtures, or both,
X1.4.3 Mitigation of Alkali-Carbonate Rock Reaction—
chosen to mitigate a potentially reactive aggregate should be
Normally,ifacarbonaterockdoesnotshowthecharacteristic
demonstratedthroughtestsoftheindividualmaterials,ortests
texture and composition associated with this type of reaction,
of the proposed combination in concrete.
or if it does not produce expansion in rock cylinders (Test
X1.4 Alkali-Carbonate Rock Reaction Method C586) or concrete prisms (Test Method C1105), no
mitigation is necessary for alkali-carbonate rock reaction.
X1.4.1 Test Method C586 (Rock Cylinders Method for
Similarly,iftheaggregatehasalongsatisfactoryservicerecord
Alkali-Carbonate Rock Reaction)—Rocks that are capable of
potentially deleterious carbonate rock reaction are relatively with similar materials and conditions, no mitigation is neces-
infrequent and seldom constitute a significant proportion of a sary. On the other hand, use of aggregates judged to be
deposit of rock being considered for use in making aggregate potentiallydeleteriouslyalkali-carbonatereactiveinconcreteis
forconcrete.TestMethodC586hasbeensuccessfullyusedin not recommended unless it can be shown that mitigation
research and in preliminary screening of aggregate sources to methods will be effective. Pozzolans generally have not been
indicate the presence of material with a potential for deleteri- found to control alkali-carbonate rock reaction. Measures
ous expansions when used in concrete. suggested for mitigation includes: avoiding reactive carbonate
X1.4.2 Test Method C1105 (Concrete-Prism Method for rocks; selective quarrying; diluting reactive rock to less than
Alkali-Carbonate Rock Reaction)—This test method is in- 20%oftheaggregateintheconcrete;useofsmallermaximum
tended to evaluate specific combinations of materials in con- size; and the use of very low alkali cement.
REFERENCES
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Materials, Klieger, Paul and Lamond, Joseph F., Eds, ASTM STP canbeobtainedfromtheInternationalCentreforSustainableDevel-
169C,1994,623pages.SeeChapter31on“PetrographicEvaluationof opment of Cement and Concrete, 405 Rochester Street, Ottawa,
ConcreteAggregates,”byRichardC.Mielenz,Chapter32on“Alkali- Ontario,Canada,K1A0G1.)
Silica Reactions in Concrete” by David Stark, and Chapter 33 on (4)Hooton,R.D.,andRogers,C.A.,“EvaluationofRapidTestMethods
“Alkali-CarbonateRockReaction”byMichaelA.Ozol. for Detecting Alkali-Reactive Aggregates,” Proceedings of Eighth
(2)“State-of-the-Art Report on Alkali-Aggregate Reactivity” by ACI InternationalConferenceonAlkali-AggregateReaction,Kyoto,1989,
Committee 221 on Aggregates, ACI 221.1R-98, American Concrete pp.439–444.
Institute,FarmingtonHills,MI,1998,31pages. (5)Fournier,B.,andBerube,M.A.,“ApplicationoftheNBRIAccelerated
(3)Alkali-Aggregate Reaction in Concrete, Berube, M.A., Fournier, B., MortarBarTesttoSiliceousCarbonateAggregatesProducedintheSt.
and Durand, Eds, Proceedings of the 11th International Conference, LawrenceLowlands,Part2:ProposedLimits,RatesofExpansion,and
QuebecCity,Canada,June2000,1402pages.(Note—Thisconference MicrostructureofReactionProducts,”CementandConcreteResearch,
andproceedingsincludesinformationonASRandACRinconcreteby Vol21,1991,pp.1069–1082.
10