ASTM D6270-2017 8750 Standard Practice for Use of Scrap Tires in Civil Engineering Applications《土木工程中废弃轮胎使用的标准操作规程》.pdf

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1、Designation: D6270 17Standard Practice forUse of Scrap Tires in Civil Engineering Applications1This standard is issued under the fixed designation D6270; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, the year of last revision. A

2、number in parentheses indicates the year of last reapproval. Asuperscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope1.1 This practice provides guidance for testing the physicalproperties, design considerations, construction practices, andleachate generati

3、on potential of processed or whole scrap tiresin lieu of conventional civil engineering materials, such asstone, gravel, soil, sand, lightweight aggregate, or other fillmaterials.1.2 The values stated in SI units are to be regarded asstandard. No other units of measurement are included in thisstanda

4、rd.1.3 This international standard was developed in accor-dance with internationally recognized principles on standard-ization established in the Decision on Principles for theDevelopment of International Standards, Guides and Recom-mendations issued by the World Trade Organization TechnicalBarriers

5、 to Trade (TBT) Committee.2. Referenced Documents2.1 ASTM Standards:2C127 Test Method for Relative Density (Specific Gravity)and Absorption of Coarse AggregateC136 Test Method for Sieve Analysis of Fine and CoarseAggregatesD698 Test Methods for Laboratory Compaction Character-istics of Soil Using St

6、andard Effort (12,400 ft-lbf/ft3(600kN-m/m3)D1557 Test Methods for Laboratory Compaction Character-istics of Soil Using Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m3)D1566 Terminology Relating to RubberD2434 Test Method for Permeability of Granular Soils(Constant Head) (Withdrawn 2015)3D2974 Test

7、 Methods for Moisture, Ash, and Organic Matterof Peat and Other Organic SoilsD3080 Test Method for Direct Shear Test of Soils UnderConsolidated Drained ConditionsD4253 Test Methods for Maximum Index Density and UnitWeight of Soils Using a Vibratory TableD5681 Terminology for Waste and Waste Manageme

8、ntD7760 Test Method for Measurement of Hydraulic Conduc-tivity of Tire Derived Aggregates Using a Rigid WallPermeameterF538 Terminology Relating to the Characteristics and Per-formance of Tires2.2 American Association of State Highway and Transpor-tation Offcials Standards:T 274 Standard Method of T

9、est for Resilient Modulus ofSubgrade Soils4M 288 Standard Specification for Geotextiles52.3 U.S. Environmental Protection Agency Standard:Method 1311 Toxicity Characteristics Leaching Procedure63. Terminology3.1 DefinitionsFor definitions of common terms used inthis practice, refer to Terminologies

10、D5681 (wastemanagement), F538 (tires), and D1566 (rubber), respectively.3.2 Definitions of Terms Specific to This Standard:3.2.1 bead wire, na high-tensile steel wire surrounded byrubber, which forms the bead of a tire that provides a firmcontact to the rim.3.2.2 casing, nthe tire structure not incl

11、uding the treadportion of the tire.3.2.3 mineral soil, nsoil containing less than5%organicmatter as determined by a loss on ignition test . (D2974)3.2.4 preliminary remediation goal, nrisk-based concen-trations that the USEPA considers to be protective for lifetimeexposure to humans.1This practice i

12、s under the jurisdiction of ASTM Committee D34 on WasteManagement and is the direct responsibility of Subcommittee D34.03 on Treatment,Recovery and Reuse.Current edition approved Dec. 15, 2017. Published January 2018. Originallyapproved in 1998. Last previous edition approved in 2012 as D6270 08 (20

13、12).DOI: 10.1520/D6270-17.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandardsvolume information, refer to the standards Document Summary page onthe ASTM website.3The last approved version of this h

14、istorical standard is referenced onwww.astm.org.4Standard Specifications for Transportation Materials and Methods of Samplingand Testing, Part II: Methods of Sampling and Testing, American Association ofState Highway and Transportation Officials, Washington, DC.5Standard Specifications for Transport

15、ation Materials and Methods of Samplingand Testing, Part I: Specifications, American Association of State Highway andTransportation Officials, Washington, DC.6Test Methods for Evaluating Solid Waste: Physical/Chemical Methods, 3rded.,Report No. EPA 530/SW-846, U.S. Environmental Protection Agency, W

16、ashington,DC.Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United StatesThis international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for theDevelop

17、ment of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.13.2.5 rough shred, na piece of a shredded tire that is largerthan 50 by 50 by 50 mm, but smaller than 762 by 50 by100 mm.3.2.6 rubber buffngs, nvulcanized r

18、ubber usually ob-tained from a worn or used tire in the process of removing theold tread in preparation for retreading.3.2.7 rubber fines, nsmall particles of ground rubber thatresult as a by-product of producing shredded rubber.3.2.8 scrap tire, na pneumatic rubber tire discarded be-cause it no lon

19、ger has value as a new tire, but can be eitherreused and processed for similar applications as new orprocessed for other applications not associated with its origi-nally intended use.3.2.9 steel belt, nrubber-coated steel cords that run diago-nally under the tread of steel radial tires and extend ac

20、ross thetire approximately the width of the tread.3.2.10 tire chips, npieces of scrap tires that have a basicgeometrical shape and are generally between 12 and 50 mm insize and have most of the wire removed.3.2.11 tire-derived aggregate (TDA), npieces of scraptires that have a basic geometrical shap

21、e and are generallybetween 12 and 305 mm in size and are intended for use in civilengineering applications.3.2.12 waste tire, na tire that is no longer capable of beingused for its original purpose, but has been disposed of in sucha manner that it cannot be used for any other purpose.3.2.13 whole ti

22、re, na tire that has been removed from arim but has not been processed.4. Significance and Use4.1 This practice is intended for use of scrap tires including:tire derived aggregate (TDA) comprised of pieces of scraptires, TDA/soil mixtures, tire sidewalls, and whole scrap tiresin civil engineering ap

23、plications. This includes use of TDAandTDA/soil mixtures as lightweight embankment fill, lightweightretaining wall backfill, drainage layers for roads, landfills, andother applications, thermal insulation to limit frost penetrationbeneath roads, insulating backfill to limit heat loss frombuildings,

24、vibration damping layers for rail lines, and replace-ment for soil or rock in other fill applications. Use of wholescrap tires and tire sidewalls includes construction of retainingwalls, drainage culverts, road-base reinforcement, and erosionprotection, as well as use as fill when whole tires have b

25、eencompressed into bales. It is the responsibility of the designengineer to determine the appropriateness of using scrap tiresin a particular application and to select applicable tests andspecifications to facilitate construction and environmentalprotection. This practice is intended to encourage wi

26、der utili-zation of scrap tires in civil engineering applications.4.2 Three TDA fills with thicknesses in excess of 7 m haveexperienced a serious heating reaction. However, more than100 fills with a thickness less than 3 m have been constructedwith no evidence of a deleterious heating reaction (1).7

27、Guidelines have been developed to minimize internal heatingof TDA fills (2) as discussed in 6.11. The guidelines areapplicable to fills less than 3 m thick. Thus, this practice shouldbe applied only to TDA fills less than 3 m thick.5. Material Characterization5.1 The specific gravity and water absor

28、ption capacity ofTDA should be determined in accordance with Test MethodC127. However, the specific gravity of TDA is less than halfthe value obtained for common earthen coarse aggregate, so itis permissible to use a minimum weight of test sample that ishalf of the specified value. The particle dens

29、ity or density ofsolids of TDA (s) may be determined from the apparentspecific gravity using the following equation:s5 Saw! (1)where:Sa= apparent specific gravity, andw= density of water.5.2 The gradation of TDA should be determined in accor-dance with Test Method C136. However, the specific gravity

30、 ofTDA is less than half the values obtained for common earthenmaterials, so it is permissible to use a minimum weight of testsample that is half of the specified value.5.3 The laboratory-compacted dry density (or bulk density)of TDAand TDA/soil mixtures with less than 30 % retained onthe 19.0-mm si

31、eve can be determined in accordance with TestMethod D698 or D1557. However, TDA and TDA/soil mix-tures used for civil engineering applications almost alwayshave more than 30 % retained on the 19.0-mm sieve, so thesemethods generally are not applicable. A larger compactionmold should be used to accom

32、modate the larger size of theTDA. The sizes of typical compaction molds are summarizedin Table 1. The larger mold requires that the number of layers,or the number of blows of the rammer per layer, or both, beincreased to produce the desired compactive energy per unitvolume. Compactive energies rangi

33、ng from 60 % of TestMethod D698 (60 % 600 kN-m/m3= 360 kN-m/m3)to100 % ofTest Method D1557 (2700 kN-m/m3) have been used.Compaction energy has only a small effect on the resulting drydensity (3); thus, for most applications it is permissible to usea compactive energy equivalent to 60 % of Test Metho

34、d D698.To achieve this energy with a mold volume of 0.0125 m3wouldrequire that the sample be compacted in five layers with 44blows per layer with a 44.5 N rammer falling 457 mm. Thewater content of the sample has only a small effect on thecompacted dry density (3) so it is permissible to performcomp

35、action tests on air or oven-dried samples.7The boldface numbers in parentheses refer to the list of references at the end ofthis standard.TABLE 1 Size of Compaction Molds Used to Determine DryDensity of TDAMaximum Particle Size(mm)Mold Diameter(mm)Mold Volume(m3)Reference75 254 0.0125 (3)75 305 0.01

36、46 (4)51 203 and 305 N.R.A(5)AN.R. = not reported.D6270 1725.3.1 The dry densities for TDA loosely dumped into acompaction mold and TDA compacted by vibratory methods(similar to Test Method D4253) are about the same (4-6). Thus,vibratory compaction of TDA in the laboratory (see TestMethod D4253) sho

37、uld not be used.5.3.2 When estimating an in-place density for use in design,the compression of a TDA layer under its own self-weight andunder the weight of any overlying material must be considered.The dry density determined as discussed in 5.3 are uncom-pressed values. In addition, short-term time-

38、dependent settle-ment ofTDAshould be accounted for when estimating the finalin-place density (7).5.3.3 Values of the secant constrained modulus, Msec, whichvary linearly with the compacted unit weight and appliedvertical stress, can be estimated as (8):Msec5 1.8v1115 2 458 kPa (2)where:v = vertical

39、stress, and = compacted unit weight, kN/m3.5.3.4 Time-dependent settlement for an average duration offour weeks, glyph507Ht, can be calculated as (9):Ht5 HClogt1t2(3)where:C= modified secondary compression index 0.0065 for100 % TDA,H = thickness of the TDA layer,t1= time when time-dependent compress

40、ion begins (as-sumed to be one day), andt2= time at which the magnitude of time-dependent com-pression is required.For long-term settlement, refer to X1.11.5.4 The compressibility of TDA and TDA/soil mixtures canbe measured by placing TDA in a rigid cylinder with adiameter several times greater than

41、 the largest particle size andthen measuring the vertical strain caused by an increasingvertical stress. If it is desired to calculate the coefficient oflateral earth pressure at rest KO, the cylinder can be instru-mented to measure the horizontal stress of the TDA acting onthe wall of the cylinder.

42、5.4.1 The high compressibility of TDA necessitates the useof a relatively thick sample. In general, the ratio of the initialspecimen thickness to sample diameter should be greater thanone. This leads to concerns that a significant portion of theapplied vertical stress could be transferred to the wal

43、ls of thecylinder by friction. If the stress transferred to the walls of thecylinder is not accounted for, the compressibility of the TDAwill be underestimated. For all compressibility tests, the insideof the container should be lubricated to reduce the portion ofthe applied load that is transmitted

44、 by side friction from thesample to the walls of the cylinder. For testing where a highlevel of accuracy is desired, the vertical stress at the top and thebottom of the sample should be measured so that the averagevertical stress in the sample can be computed. A test apparatusdesigned for this purpo

45、se is illustrated in Fig. 1 (10).5.5 The resilient modulus (MR) of subgrade soils can beexpressed as:MR5 AB(4)where: = first invariant of stress (sum of the three principalstresses),A = experimentally determined parameter, andFIG. 1 Compressibility Apparatus for TDA Designed to Measured Lateral Stre

46、ss and the Portion of the Vertical Load Transferred byFriction from TDA to Container (11)D6270 173B = experimentally determined parameter.5.5.1 Tests for the parameters A and B can be conductedaccording to AASHTO T 274. The maximum particle sizetypically is limited to 19 mm by the testing apparatus

47、whichprecludes the general applicability of this procedure to thelarger size TDA typically used for civil engineering applica-tions.5.6 The coefficient of lateral earth pressure at rest KOandPoissons ratio can be determined from the results ofconfined compression tests where the horizontal stresses

48、weremeasured. A test apparatus designed for this purpose is shownin Fig. 1. KOand are calculated from:KO5hv(5) 5KO11KO!(6)where:h= measured horizontal stress, andv= measured vertical stress.5.7 The shear strength of TDA may be determined in adirect shear apparatus in accordance with Test Method D308

49、0or using a triaxial shear apparatus. The large size of TDAtypically used for civil engineering applications requires thatspecimen sizes be several times greater than used for commonsoils. Because of the limited availability of large triaxial shearapparatus, this method is generally restricted to TDA25 mm insize and smaller. The interface strength between TDA andgeomembrane can be measured in a large scale direct shear testapparatus (12, 13).5.8 The hydraulic conductivity (permeability) of TDA andTDA/soils mixtures should be measured