ASTM D7064 D7064M-2008 459 Standard Practice for Open-Graded Friction Course (OGFC) Mix Design《开式级摩擦层(OGFC)混合设计的标准实施规程》.pdf

1、Designation: D 7064/D 7064M 08Standard Practice forOpen-Graded Friction Course (OGFC) Mix Design1This standard is issued under the fixed designation D 7064/D 7064M; the number immediately following the designation indicates theyear of original adoption or, in the case of revision, the year of last r

2、evision. A number in parentheses indicates the year of lastreapproval. A superscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope1.1 This practice covers the mix design of open-gradedfriction course (OGFC) using the superpave gyratory compac-tor (SGC) or ot

3、her suitable forms of compaction. The OGFCmix design is based on the volumetric properties of the mix interms of air voids, and the presence of stone-on-stone contact.Information found in Guide D 6932 should be reviewed beforestarting the mix design. Where applicable, SpecificationD 3666 should be a

4、pplied as a minimum for agencies testingand inspecting road and paving materials.1.2 The values stated in either SI units or inch-pound unitsare to be regarded separately as standard. The values stated ineach system may not be exact equivalents; therefore, eachsystem shall be used independently of t

5、he other. Combiningvalues from the two systems may result in non-conformancewith the standard.1.3 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It is theresponsibility of the user of this standard to establish appro-priate safety and health pra

6、ctices and determine the applica-bility of regulatory limitations prior to use.2. Referenced Documents2.1 ASTM Standards:2C 29/C 29M Test Method for Bulk Density (“Unit Weight”)and Voids in AggregateC 127 Test Method for Density, Relative Density (SpecificGravity), and Absorption of Coarse Aggregate

7、C 131 Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the LosAngeles MachineC 136 Test Method for Sieve Analysis of Fine and CoarseAggregatesC 1252 Test Methods for Uncompacted Void Content ofFine Aggregate (as Influenced by Particle Shape, SurfaceT

8、exture, and Grading)D 946 Specification for Penetration-Graded Asphalt Ce-ment for Use in Pavement ConstructionD 2041 Test Method for Theoretical Maximum SpecificGravity and Density of Bituminous Paving MixturesD 2419 Test Method for Sand Equivalent Value of Soils andFine AggregateD 3203 Test Method

9、 for Percent Air Voids in CompactedDense and Open Bituminous Paving MixturesD 3381 Specification for Viscosity-Graded Asphalt Cementfor Use in Pavement ConstructionD 3666 Specification for Minimum Requirements forAgen-cies Testing and Inspecting Road and Paving MaterialsD 4791 Test Method for Flat P

10、articles, Elongated Particles,or Flat and Elongated Particles in Coarse AggregateD 5821 Test Method for Determining the Percentage ofFractured Particles in Coarse AggregateD6114 Specification for Asphalt-Rubber BinderD 6373 Specification for Performance Graded AsphaltBinderD 6390 Test Method for Det

11、ermination of Draindown Char-acteristics in Uncompacted Asphalt MixturesD 6752 Test Method for Bulk Specific Gravity and Densityof Compacted Bituminous Mixtures Using AutomaticVacuum Sealing MethodD 6857 Test Method for Maximum Specific Gravity andDensity of Bituminous Paving Mixtures Using Automati

12、cVacuum Sealing MethodD 6925 Test Method for Preparation and Determination ofthe Relative Density of Hot Mix Asphalt (HMA) Speci-mens by Means of the Superpave Gyratory CompactorD 6932 Guide for Materials and Construction of Open-Graded Friction Course Plant Mixtures2.2 AASHTO Standards:3R30Mixture

13、Conditioning of Hot Mix Asphalt (HMA)T 283 Resistance of Compacted Bituminous Mixture toMoisture-Induced Damage32.3 Other References:1This practice is under the jurisdiction of ASTM Committee D04 on Road andPaving Materials and is the direct responsibility of Subcommittee D04.23 onPlant-Mixed Bitumi

14、nous Surfaces and Bases.Current edition approved Aug. 1, 2008. Published August 2008. Originallyapproved in 2004. Last previous edition approved in 2004 as D 7064 04.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual B

15、ook of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.3Available from American Association of State Highway and TransportationOfficials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001,http:/www.transportation.org.1Copyright ASTM In

16、ternational, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.TRB Synthesis 284NCAT Report No. 2001-01 Design, Construction, and Per-formance of New-Generation Open-Graded FrictionCourses3. Terminology3.1 Definitions of Terms Specific to This Standard:3.1.1 open-gr

17、aded friction course (OGFC), nspecial typeof hot mix asphalt surface mixture used for reducing hydro-planing and potential for skidding, where the function of themixture is to provide a free-draining layer that permits surfacewater to migrate laterally through the mixture to the edge of thepavement.

18、3.1.2 air voids (Va), nthe total volume of the smallpockets of air between the coated aggregate particles through-out a compacted paving mixture, expressed as a percent of thetotal volume of the compacted specimen.3.1.3 voids in coarse aggregate (VCA), nthe volume inbetween the coarse aggregate part

19、icles, where this volumeincludes filler, fine aggregate, air voids, asphalt, and fiber, ifused.3.1.4 nominal maximum size of aggregate, nin specifica-tions for, or descriptions of aggregate, the smallest sieveopening through which the entire amount of aggregate ispermitted to pass.3.1.4.1 Discussion

20、Specifications on aggregates usuallystipulate a sieve opening through which all of the aggregatemay, but need not, pass so that a stated maximum proportion ofthe aggregate may be retained on that sieve.Asieve opening sodesignated is the nominal maximum aggregate size.3.1.5 maximum aggregate size, ni

21、n specifications for, ordescriptions of aggregate, the smallest sieve opening throughwhich the entire amount of aggregate is required to pass.3.1.6 stabilizing additive, npolymer, crumb rubber, orfibers, or both, used to minimize draindown of the asphaltduring transport and placement of the OGFC.4.

22、Summary of Practice4.1 Materials SelectionAggregates, asphalt, and additivesthat meet specification are selected.4.2 Select Optimum GradingAt least three trial aggregategradings from the selected aggregate stockpiles are blended.Gradings for OGFC are based on volume. The dry-rodded unitweight for th

23、e coarse aggregate for each trial grading isdetermined in accordance with Test Method C 29/C 29M. Foreach trial grading, an initial trial asphalt content between 6.0and 6.5 % (generally higher for asphalt-rubber SpecificationD6114) is selected and at least two specimens are compactedusing 50 gyratio

24、ns of the Superpave Gyratory Compactor(SGC) (Test Method D 6925) or other suitable compactor. Anoptimum grading is selected to ensure stone-on-stone contact.NOTE 1If a standard aggregate grading and asphalt content has beensuccessfully used, three trial gradings may not be necessary. Examples ofcomm

25、only used gradings and asphalt contents are shown in Appendix X1.4.3 Design Asphalt Content SelectionReplicate speci-mens are compacted using 50 gyrations of a SGC or othersuitable compactor at three asphalt contents. The designasphalt content is selected on the basis of satisfactory conform-ance wi

26、th the requirements of Section 12.4.4 Evaluating Moisture SusceptibilityThe moisture sus-ceptibility of the designed mixture shall be evaluated using theAASHTO T 283 test method. If the mixture fails the selectedmoisture susceptibility requirement, it is suggested that appro-priate modifiers such as

27、 liquid anti-strip, or hydrated lime, orboth are evaluated to meet the requirement.5. Significance and Use5.1 The procedure described in this practice is used todesign OGFC mixtures that will provide good performance interms of permeability (tending to reduce hydroplaning andpotential for skidding),

28、 and durability when subjected to highvolumes of traffic.6. Material Selection6.1 The first step in the mix design process is to selectmaterials suitable for the OGFC. Materials include aggregates,asphalt, and additives.6.1.1 Selection of Coarse AggregateCoarse aggregateshould have abrasion values o

29、f less than 30 % in accordancewith Test Method C 131. Crushed gravel (if used) must have atleast 90 % particles with two faces and 95 % particles with oneface resulting from crushing in accordance with Test MethodD 5821. The percentage of flat and elongated particles shouldnot exceed 10 %, with a ra

30、tio of 5:1 in maximum to minimumdimension, respectively in accordance with Test MethodD 4791.6.1.2 Selection of Fine AggregateThe fine aggregateshould have an uncompacted voids content of least 40 % whentested in accordance with Test Methods C 1252, Method C. Itis important that the aggregate be cle

31、an. The sand equivalentvalue of the fine aggregate passing the 2.36 mm No. 8 sieve,according to Test Method D 2419, should be at least 45 % orgreater. It is recommended that the material to be tested beseparated on the 2.36 mm No. 8 sieve because of the coarsegrading of the aggregate. It is also ver

32、y important to removeany coatings or fines adhering to the coarse material.6.1.3 Asphalt Grade SelectionThe asphalt grade selectionis based on environment, traffic, and expected functionalperformance of the OGFC. The preferred specified asphaltgrade should meet Specification D 6373, however other gr

33、adesof asphalt, such as viscosity-graded Specification D 3381 orpenetration graded Specification D 946 may be suitable. APG-grade, one or two grades stiffer (at high temperature) thannormally used at the location of the pavement, has been shownto perform successfully. Mixes with modified asphalt cem

34、entshave shown significant improvement in performance. The useof modified asphalt cements is permitted provided that theselected asphalt grade has a PG temperature range exceeding95. This is determined by subtracting the low from the highspecification temperature grade (for example, PG 70 28 = 70 (2

35、8) = 98). A value less than 95 may be used if satisfactoryperformance has been noted with the selected PG grade.6.1.4 Selection of AdditivesEither a cellulose fiber or amineral fiber may be used to minimize draindown. Typically adosage rate of 0.3 % by mixture mass (or weight of total mix)is used bu

36、t the draindown target of 0.3 % maximum should beD 7064/D 7064M 082the acceptance guideline for the dosage rate of the fiberstabilized additive. The dosage rate of fiber stabilizer additiveused should be in the range listed in 12.8.NOTE 2For some mixes which use polymer-modified asphalt orasphalt ru

37、bber, fiber additives may not be required or necessary to obtaingood performance or control draindown.7. Test Specimens7.1 Numbers of SamplesTwelve samples are initiallyrequired: four samples at each of the three trial gradings. Eachsample is mixed with the trial asphalt content (typicallybetween 6.

38、0 and 6.5 % for neat liquid asphalts), and three ofthe four samples for each trial grading are compacted. Theremaining sample of each trial grading is then used todetermine the theoretical maximum density according to TestMethod D 2041 or Test Method D 6857.NOTE 3For some polymer modified asphalt an

39、d asphalt-rubber, thetypical asphalt content may be higher; see Appendix X1.7.2 Preparation of AggregatesDry aggregates to a con-stant mass at 105 to 110C 220 to 230F and separate theaggregates by dry-sieving into the desired size fractions (TestMethod C 136).7.3 Determination of Mixing and Compacti

40、on Tempera-tures:7.3.1 The temperature to which an asphalt must be heated toproduce a viscosity of 0.00017 6 0.00002 m2/s 170 6 20 cStshall be the mixing temperature.7.3.2 The temperature to which the asphalt must be heatedto produce a viscosity 0.00028 6 0.00003 m2/s 280 6 30 cStshall be the compac

41、tion temperature.7.3.3 However, while the temperatures shown in 7.3.1 and7.3.2 will work for most unmodified asphalt, the selectedtemperatures may need to be changed for polymer modifiedasphalt or asphalt-rubber. For polymer modified asphalt andasphalt-rubber, the manufacturer or supplier guidelines

42、 formixing and compaction temperatures should be followed.7.4 Preparation of Mixtures:7.4.1 A mechanical mixing apparatus shall be used.7.4.2 An initial batch shall be mixed for the purpose ofcoating (buttering) the mixture bowl and stirrers. This batchshall be wasted after mixing and the sides of t

43、he bowl andstirrers shall be cleaned of mixture residue by scraping with asmall limber spatula. The bowl shall not be wiped with cloth orwashed clean with solvent, except when a change is to be madein the asphalt or at the end of a design.7.4.3 For each test specimen, weigh into separate pans theamo

44、unt of each size fraction required to produce a batch ofaggregate that will result in a compacted specimen of thecorrect size. Mix the aggregate in each pan; place in an ovenset to a temperature not exceeding the mixing temperatureestablished in 7.3 by more than approximately 28C 80F.Heat the asphal

45、t to the established mixing temperature. Thestabilizing additive or fiber (if used), should be added to theheated aggregate prior to the introduction of the asphalt. Thestabilizing additive should be dry-mixed thoroughly with theheated aggregate. This procedure is needed to ensure an evendistributio

46、n of the stabilizing additive during the laboratorymixing process. Slightly longer mixing times may be requireddue to the increased surface area added by the fiber, comparedto mixes without fibers. The supplier recommended mixingtemperature should compensate for this stiffening.NOTE 4For polymer mod

47、ified asphalt and asphalt-rubber, the addi-tives should be incorporated into the liquid asphalt and thoroughlyinteracted according to the procedure recommended by the manufactureror supplier of the additives before the asphalt is mixed with the aggregate.7.4.4 Form a crater in the dry blended aggreg

48、ate and to thisadd stabilizing fiber additive if used, and then add the weighedpreheated required amount of asphalt into the crater formed inthe aggregate blend. Exercise care to prevent loss of the mixduring subsequent handling. At this point, the temperature ofthe aggregate and asphalt shall be wi

49、thin the limits of themixing temperature established in 7.3. Mix the aggregate andasphalt rapidly until thoroughly coated.7.5 Size and Shape of Compacted SpecimensSpecimendiameter shall be 100 mm 4 in. and nominal height shall be63.5 mm 2.5 in.7.6 Compaction of SpecimensThe compaction tempera-ture is determined in accordance with 7.3. Laboratory samplesof OGFC are short-term aged in accordance with AASHTOR30and then compacted using 50 gyrations of the SGC orother compactor providing equivalent compacted density.8. Selection of Trial G