ASTM_D_698-12e2.pdf

Designation:D698-12e2INTERNATIONALStandard Test Methods forLaboratory Compaction Characteristics of Soil UsingStandard Effort(12 400 ft-lbf/ft3(600 kN-m/m3)1This standard is issued under the fixed designation D698;the number immediately following the designation indicates the year oforiginal adoption or,in the case of revision,the year of last revision.A number in parentheses indicates the year of last reapproval.Asuperscript epsilon(8)indicates an editorial change since the last revision or reapproval.This standard has been approved for use by agencies of the U.S.Department of Defense.c NOTE-Editorial corrections made throughout in January 2014.2 NOTE-Editorially corrected variable for Eq A1.2 in July 2015.1.Scope*being tested.If no method is specified,the choice should be1.1 These test methods cover laboratory compaction meth-based on the material gradation.ods used to determine the relationship between molding water1.3.1 Method A:content and dry unit weight of soils(compaction curve)1.3.1.1 Mold-4-in.(101.6-mm)pacted in a 4 or 6-in.(101.6 or 152.4-mm)diameter mold1.3.1.2 Material-Passing No.4(4.75-mm)sieve.with a 5.50-1bf(24.5-N)rammer dropped from a height of 12.01.3.1.3 Layers-Three.in.(305 mm)producing a compactive effort of 12 400 ft-1bf/1.3.1.4 Blows per Layer-25.ft3(600 kN-m/m3).1.3.1.5 Usage-May be used if 25%or less(see 1.4)bymass of the material is retained on the No.4(4.75-mm)sieve.NoTE 1-The equipment and procedures are similar as those proposed1.3.1.6 Other Usage-If this gradation requirement cannotby R.R.Proctor(Engineering News Record-September 7,1933)withthis one major exception:his rammer blows were applied as 12 inch firmbe met,then Method C may be used.strokes instead of free fall,producing variable compactive effort depend-1.3.2 Method B:ing on the operator,but probably in the range 15000 to 250001.3.2.1 Mold-4-in.(101.6-mm)diameter.ft-lbf/ft3(700 to 1200 kN-m/m3).The standard effort test(see 3.1.4)is1.3.2.2 Material-Passing s-in.(9.5-mm)sieve.sometimes referred to as the Proctor Test.1.3.2.3 Layers-Three.1.1.1 Soils and soil-aggregate mixtures are to be regarded as1.3.2.4 Blows per Layer-25.natural occurring fine-or coarse-grained soils,or composites or1.3.2.5 Usage-May be used if 25%or less(see 1.4)bymixtures of natural soils,or mixtures of natural and processedmass of the material is retained on the s-in.(9.5-mm)sieve.soils or aggregates such as gravel or crushed rock.Hereafter1.3.2.6 Other Usage-If this gradation requirement cannotreferred to as either soil or material.be met,then Method C may be used.1.2 These test methods apply only to soils(materials)that1.3.3 Method C:have 30%or less by mass of particles retained on the 34-in.1.3.3.1 Mold-6-in.(152.4-mm)diameter.(19.0-mm)sieve and have not been previously compacted in1.3.3.2 Material-Passing 34-in.(19.0-mm)sieve.the laboratory;that is,do not reuse compacted soil.1.3.3.3 Layers-Three.1.2.1 For relationships between unit weights and molding1.3.3.4 Blows per Layer-56.water contents of soils with 30%or less by mass of material1.3.3.5 Usage-May be used if 30%or less(see 1.4)byretained on the 4-in.(19.0-mm)sieve to unit weights andmass of the material is retained on the 4-in.(19.0-mm)sieve.1.3.4 The 6-in.(152.4-mm)diameter mold shall not be usedmolding water contents of the fraction passing 4-in.(19.0-mm)sieve,see Practice D4718.with Method A or B.1.3 Three alternative methods are provided.The methodNoTE 2-Results have been found to vary slightly when a material istested at the same compactive effort in different size molds,with theused shall be as indicated in the specification for the materialsmaller mold size typically yielding larger values of density/unit weight(1,pp.21+).21.4 If the test specimen contains more than 5%by mass ofThese Test Methods are under the jurisdiction of ASTM Committee D18 onoversize fraction(coarse fraction)and the material will not beSoil and Rock and are the direct responsibility of Subcommittee D18.03 on Texture,Plasticity and Density Characteristics of Soils.Current edition approved May 1,2012.Published June 2012.Originallyapproved in 1942.Last previous edition approved in 2000 as D698-07.DOI:2 The boldface numbers in parentheses refer to the list of references at the end of10.1520/D0698-12E01.this standard.*A Summary of Changes section appears at the end of this standardCopyright ASTM International,100 Barr Harbor Drive,PO Box C700,West Conshohocken,PA 19428-2959.United StatesD698-122included in the test,corrections must be made to the unit massC136 Test Method for Sieve Analysis of Fine and Coarseand molding water content of the specimen or to the appropri-Aggregatesate field-in-place density test specimen using Practice D4718.D653 Terminology Relating to Soil,Rock,and Contained1.5 This test method will generally produce a well-definedFluidsmaximum dry unit weight for non-free draining soils.If thisD854 Test Methods for Specific Gravity of Soil Solids bytest method is used for free-draining soils the maximum unitWater Pycnometerweight may not be well defined,and can be less than obtainedD2168 Practices for Calibration of Laboratory Mechanical-using Test Methods D4253.Rammer Soil CompactorsD2216 Test Methods for Laboratory Determination of Water1.6 All observed and calculated values shall conform to the(Moisture)Content of Soil and Rock by Massguidelines for significant digits and rounding established inD2487 Practice for Classification of Soils for EngineeringPractice D6026,unless superseded by this standard.Purposes(Unified Soil Classification System)1.6.1 For purposes of comparing measured or calculatedD2488 Practice for Description and Identification of Soilsvalue(s)with specified limits,the measured or calculated(Visual-Manual Procedure)value(s)shall be rounded to the nearest decimal or significantD3740 Practice for Minimum Requirements for Agenciesdigits in the specified limits.Engaged in Testing and/or Inspection of Soil and Rock as1.6.2 The procedures used to specify how data are collected/Used in Engineering Design and Constructionrecorded or calculated,in this standard are regarded as theD4253 Test Methods for Maximum Index Density and Unitindustry standard.In addition,they are representative of theWeight of Soils Using a Vibratory Tablesignificant digits that generally should be retained.The proce-D4718 Practice for Correction of Unit Weight and Waterdures used do not consider material variation,purpose forContent for Soils Containing Oversize Particlesobtaining the data,special purpose studies,or any consider-D4753 Guide for Evaluating,Selecting,and Specifying Bal-ations for the users objectives;and it is common practice toances and Standard Masses for Use in Soil,Rock,andincrease or reduce significant digits of reported data to beConstruction Materials Testingcommensurate with these considerations.It is beyond the scopeD4914 Test Methods for Density and Unit Weight of Soilof this standard to consider significant digits used in analyticaland Rock in Place by the Sand Replacement Method in amethods for engineering design.Test Pit1.7 The values in inch-pound units are to be regarded as theD5030 Test Method for Density of Soil and Rock in Place bystandard.The values stated in SI units are provided forthe Water Replacement Method in a Test Pitinformation only,except for units of mass.The units for massD6026 Practice for Using Significant Digits in Geotechnicalare given in SI units only,g or kg.Data1.7.1 It is common practice in the engineering profession toD6913 Test Methods for Particle-Size Distribution(Grada-concurrently use pounds to represent both a unit of mass(lbm)tion)of Soils Using Sieve Analysisand a force(lbf).This implicitly combines two separateE11 Specification for Woven Wire Test Sieve Cloth and Testsystems of units;that is,the absolute system and the gravita-Sievestional system.It is scientifically undesirable to combine the useE177 Practice for Use of the Terms Precision and Bias inof two separate sets of inch-pound units within a singleASTM Test Methodsstandard.This standard has been written using the gravitationalE691 Practice for Conducting an Interlaboratory Study tosystem of units when dealing with the inch-pound system.InDetermine the Precision of a Test Methodthis system,the pound(lbf)represents a unit of force(weight).IEEE/ASTM SI 10 Standard for Use of the InternationalHowever,the use of balances or scales recording pounds ofSystem of Units(SI):the Modern Metric Systemmass(lbm)or the recording of density in lbm/ft shall not beregarded as a nonconformance with this standard.3.Terminology1.8 This standard does not purport to address all of the3.1 Definitions:safety concerns,if any,associated with its use.It is the3.1.1 See Terminology D653 for general definitions.responsibility of the user of this standard to establish appro-3.1.2 molding water content,n-the adjusted water contentpriate safety and health practices and determine the applica-of a soil(material)that will be compacted/reconstituted.bility of regulatory limitations prior to use.3.1.3 standard effort-in compaction testing,the term forthe 12 400 ft-1bf/ft3(600 kN-m/m3)compactive effort applied2.Referenced Documentsby the equipment and methods of this test.2.1 ASTM Standards:3.1.4 standard maximum dry unit weight,Ya.max in lbf/C127 Test Method for Relative Density(Specific Gravity)fr(kN/compaction testing,the maximum value de-and Absorption of Coarse Aggregatefined by the compaction curve for a compaction test usingstandard effort.3.1.5 standard optimum water content,wopt in%-in com-For referenced ASTM standards,visit the ASTM website,www.astm.org,orpaction testing,the molding water content at which a soil cancontact ASTM Customer Service at serviceastm.org.For Annual Book of ASTMStandards volume information,refer to the standards Document Summary page onbe compacted to the maximum dry unit weight using standardthe ASTM pactive effort.TD698-12e23.2 Definitions of Terms Specific to This Standard:5.3.1 Oversize Fraction-Soils containing more than 30%3.2.1 oversize fraction(coarse fraction),Pe in%-the por-oversize fraction(material retained on the 34-in.(19-mm)tion of total specimen not used in performing the compactionsieve)are a problem.For such soils,there is no ASTM testtest;it may be the portion of total specimen retained on the No.method to control their compaction and very few laboratories4(4.75-mm)sieve in Method A,s-in.(9.5-mm)sieve inare equipped to determine the laboratory maximum unit weightMethod B,or 4-in.(19.0-mm)sieve in Method C.(density)of such soils(USDI Bureau of Reclamation,Denver,3.2.2 test fraction(finer fraction),P in%-the portion ofCO and U.S.Army Corps of Engineers,Vicksburg,MS).the total specimen used in performing the compaction test;it isAlthough Test Methods D4914 and D5030 determine thethe fraction passing the No.4(4.75-mm)sieve in Method A,field dry unit weight of such soils,they are difficult andpassing the%s-in.(9.5-mm)sieve in Method B,or passing theexpensive to perform.34-in.(19.0-mm)sieve in Method C.5.3.1.1 One method to design and control the compaction ofsuch soils is to use a test fill to determine the required degree4.Summary of Test Methodof compaction and the method to obtain that compaction,4.1 A soil at a selected molding water content is placed infollowed by use of a method specification to control thethree layers into a mold of given dimensions,with each layercompaction.Components of a method specification typicallycompacted by 25 or 56 blows of a 5.50-lbf(24.47-N)rammercontain the type and size of compaction equipment to be used,dropped from a distance of 12.00 in.(304.8 mm),subjectingthe lift thickness,acceptable range in molding water content,the soil to a total compactive effort of about 12 400 ft-lbf/and the number of passes.ft(600 kN-m/m).The resulting dry unit weight is deter-NoTE 3-Success in executing the compaction control of an earthworkmined.The procedure is repeated for a sufficient number ofproject,especially when a method specification is used,is highlymolding water contents to establish a relationship between thedependent upon the quality and experience of the contractor and inspector.dry unit weight and the molding water content for the soil.This5.3.1.2 Another method is to apply the use of densitydata,when plotted,represents a curvilinear relationship knowncorrection factors developed by the USDI Bureau of Reclama-as the compaction curve.The values of optimum water contenttion(2,3)and U.S.Corps of Engineers(4).These correctionand standard maximum dry unit weight are determined fromfactors may be applied for soils containing up to about 50 tothe compaction curve.70%oversize fraction.Each agency uses a different term for5.Significance and Usethese density correction factors.The USDI Bureau of Recla-mation uses D ratio(or D-VALUE),while the U.S.Corps of5.1 Soil placed as engineering fill(embankments,founda-Engineers uses Density Interference Coefficient().tion pads,road bases)is compacted to a dense state to obtainsatisfactory engineering properties such as,shear strength,5.3.1.3 The use of the replacement technique(Test Methodcompressibility,or permeability.In addition,foundation soilsD698-78,Method D),in which the oversize fraction isreplaced with a finer fraction,is inappropriate to determine theare often compacted to improve their engineering properties.Laboratory compaction tests provide the basis for determiningmaximum dry unit weight,Yd.max,of soils containing oversizefractions(4).the percent compaction and molding water content needed toachieve the required engineering properties,and for controlling5.3.2 Degradation-Soils containing particles that degradeconstruction to assure that the required compaction and waterduring compaction are a problem,especially when morecontents are achieved.degradation occurs during laboratory compaction than fieldcompaction,as is typical.Degradation typically occurs during5.2 During design of an engineered fill,shear,consolidation,the compaction of a granular-residual soil or aggregate.Whenpermeability,or other tests require preparation of test speci-degradation occurs,the maximum dry-unit weight increases(1,mens by compacting at some molding water content to somep.73)so that the laboratory maximum value is not represen-unit weight.It is common practice to first determine thetative of field conditions.Often,in these cases,the maximumoptimum water content(woot)and maximum dry unit weightdry unit weight is impossible to achieve in the field.(Yd.max)by means of a compaction test.Test specimens are5.3.2.1 Again,for soils subject to degradation,the use ofcompacted at a selected molding water content(w),either wettest fills and method specifications may help.Use of replace-or dry of optimum(wopt)or at optimum(wopt),and at a selectedment techniques is not correct.dry unit weight related to a percentage of maximum dry unit5.3.3 Gap Graded-Gap-graded soils(soils containingweight(Yd.max).The selection of molding water content(w),many large particles with limited small particles)are a problemeither wet or dry of optimum(wot)or at optimum(wot)andbecause the compacted soil will have larger voids than usual.the dry unit weight(Yd.max)may be based on past experience,To handle these large voids,standard test methods(laboratoryor a range of values may be investigated to determine theor field)typically have to be modified using engineeringnecessary percent of compaction.judgement.5.3 Experience indicates that the methods outlined in 5.2 orNoTE 4-The quality of the result produced by this standard isthe construction control aspects discussed in 5.1 are extremelydependent on the competence of the personnel performing it,and thedifficult to implement or yield erroneous results when dealingsuitability of the equipment and facilities used.Agencies that meet thewith certain soils.5.3.1-5.3.3 describe typical problem soils,criteria of Practice D3740 are generally considered capable of competentand objective testing/sampling/inspection,and the like.Users of thisthe problems encountered when dealing with such soils andstandard are cautioned that compliance with Practice D3740 does not inpossible solutions for these problems.itself assure reliable results.Reliable results depend on many factors;D698-12e2Practice D3740 provides a means of evaluating some of those factors.As an option to the full length stud,a 2 1/2 x 3/8 stud may be used.Then6.Apparatusas an alternative construction,the collarmay be held down with a slotted bracketattached to the collar and a pin in the mold.6.1 Mold Assembly-The molds shall be cylindrical inshape,made of rigid metal and be within the capacity and61/2May bedimensions indicated in 6.1.1 or 6.1.2 and Figs.1 and 2.Seewelded.8SQalso Table 1.The walls of the mold may be solid,split,or6.026tapered.The split type may consist of two half-round23/8sections,or a section of pipe split along one element,which canVOL 0.075be securely locked together to form a cylinder meeting the 0.0009 cu.ft3/80.018requirements of this section.The tapered type shall have an1/4internal diameter taper that is uniform and not more than 0.200in./ft(16.7 mm/m)of mold height.Each mold shall have a base+0.1375plate and an extension collar assembly,both made of rigid1/20.0125metal and constructed so they can be securely attached andPLANELEVATIONMay bewelded.easily detached from the mold.The extension collar assemblyFIG.2 6.0-in.Cylindrical Moldshall have a height extending above the top of the mold of atleast 2.0 in.(51 mm)which may include an upper section thatTABLE 1 Metric Equivalents for Figs.1 and 2flares out to form a funnel,provided there is at least a 0.75 in.in.mm(19 mm)straight cylindrical section beneath it.The extension0.0160.41collar shall align with the inside of the mold.The bottom of the0.0260.66base plate and bottom of the centrally recessed area that0.0320.810.0280.71accepts the cylindrical mold shall be planar within 0.005 in.V%12.70(0.1mm).2%63.506.1.1 Mold,4 in.-A mold having a 4.000 0.016-in.2%66.704(101.6 0.4-mm)average inside diameter,a height of 4.584 101.604114.300.018 in.(116.4 0.5 mm)and a volume of 0.0333 0.00054.584116.43ft3(943.0 14 cm3).A mold assembly having the minimum4120.606152.40required features is shown in Fig.1.6%165.106.1.2 Mold,6 in.-A mold having a 6.000 0.026-in.6168.30(152.4 0.7-mm)average inside diameter,a height of 4.584 64171.4084209.600.018 in.(116.4 0.5 mm),and a volume of 0.0750 0.0009ft3ft(2124 25 cm3).A mold assembly having the minimumVo(0.0333)943required features is shown in Fig.2.0.000514(0.0750)2,1246.2 Rammer-A rammer,either manually operated as de-0.001131scribed further in 6.2.1 or mechanically operated as describedin 6.2.2.The rammer shall fall freely through a distance of12.00 0.05 in.(304.8 1 mm)from the surface of thewith a diameter when new of 2.000 0.005 in.(50.800.13specimen.The weight of the rammer shall be 5.50 0.02 lbfmm).The rammer shall be replaced if the striking face(24.47 0.09 N,or mass of 2.495 0.009 kg),except that thebecomes worn or bellied to the extent that the diameter exceedsweight of the mechanical rammers may be adjusted as de-2.0000.01 in.(50.800.25 mm).scribed in Practices D2168;see Note 5.The striking face of therammer shall be planar and circular,except as noted in 6.2.2.1,NoTE 5-It is a common and acceptable practice to determine theweight of the rammer using either a kilogram or pound balance andassume 1 lbf is equivalent to 0.4536 kg,1 lbf is equivalent to 1 lbm,or 1N is equivalent to 0.2248 lbf or 0.1020 kg.As an option to the full length stud,a 2 1/2 x 3/8 stud may be used.Thenas an altemativeconstruction,the collar6.2.1 Manual Rammer-The rammer shall be equipped withhay be JMay bea guide sleeve that has sufficient clearance that the free fall ofattached to the collar and a pin in the mold.welded.41/2the rammer shaft and head is not restricted.The guide sleeve4.016shall have at least four vent holes at each end(eight holes total)6SQ23/8located with centers4 V6 in.(19 2 mm)from each endVOL 0.0333and spaced 90 degrees apart.The minimum diameter of the.0005 cu.ft4.584vent holes shall be s in.(9.5 mm).Additional holes or slots0.018may be incorporated in the guide sleeve.6.2.2 Mechanical Rammer-Circular Face-The rammer1/20.1375shall operate mechanically in such a manner as to provide0.0125uniform and complete coverage of the specimen surface.TherePLANELEVATIONMay bewelded.shall be 0.10 0.03-in.(2.5 0.8-mm)clearance between theFIG.1 4.0-in.Cylindrical Moldrammer and the inside surface of the mold at its smallest