ASTM D6270-08(2012)
(Practice)Standard Practice for Use of Scrap Tires in Civil Engineering Applications
Standard Practice for Use of Scrap Tires in Civil Engineering Applications
SIGNIFICANCE AND USE
This practice is intended for use of scrap tires including: tire derived aggregate (TDA) comprised of pieces of scrap tires, TDA/soil mixtures, tire sidewalls, and whole scrap tires in civil engineering applications. This includes use of TDA and TDA/soil mixtures as lightweight embankment fill, lightweight retaining wall backfill, drainage layers for roads, landfills and other applications, thermal insulation to limit frost penetration beneath roads, insulating backfill to limit heat loss from buildings, vibration damping layers for rail lines, and replacement for soil or rock in other fill applications. Use of whole scrap tires and tire sidewalls includes construction of retaining walls, drainage culverts, road-base reinforcement, and erosion protection, as well as use as fill when whole tires have been compressed into bales. It is the responsibility of the design engineer to determine the appropriateness of using scrap tires in a particular application and to select applicable tests and specifications to facilitate construction and environmental protection. This practice is intended to encourage wider utilization of scrap tires in civil engineering applications.
Three TDA fills with thicknesses in excess of 7 m have experienced a serious heating reaction. However, more than 100 fills with a thickness less than 3 m have been constructed with no evidence of a deleterious heating reaction (1). Guidelines have been developed to minimize internal heating of TDA fills (2) as discussed in 6.11. The guidelines are applicable to fills less than 3 m thick. Thus, this practice should be applied only to TDA fills less than 3 m thick.
SCOPE
1.1 This practice provides guidance for testing the physical properties, design considerations, construction practices, and leachate generation potential of processed or whole scrap tires in lieu of conventional civil engineering materials, such as stone, gravel, soil, sand, lightweight aggregate, or other fill materials.
1.2 The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.
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Standards Content (Sample)
NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
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Designation: D6270 − 08 (Reapproved 2012)
Standard Practice for
Use of Scrap Tires in Civil Engineering Applications
This standard is issued under the fixed designation D6270; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope 2.2 American Association of State Highway and Transpor-
tation Offıcials Standard:
1.1 This practice provides guidance for testing the physical
T274Standard Method of Test for Resilient Modulus of
properties, design considerations, construction practices, and 3
Subgrade Soils
leachate generation potential of processed or whole scrap tires 4
M288Standard Specification for Geotextiles
in lieu of conventional civil engineering materials, such as
2.3 U.S. Environmental Protection Agency Standard:
stone, gravel, soil, sand, lightweight aggregate, or other fill
Method 1311Toxicity Characteristics Leaching Procedure
materials.
1.2 The values stated in SI units are to be regarded as 3. Terminology
standard. No other units of measurement are included in this
3.1 Definitions:
standard.
3.1.1 baling, n—a method of volume reduction whereby
tires are compressed into bales.
2. Referenced Documents
3.1.2 bead, n—theanchoringpartofthetirewhichisshaped
2.1 ASTM Standards: to fit the rim and is constructed of bead wire wrapped by the
plies.
C127Test Method for Density, Relative Density (Specific
Gravity), and Absorption of Coarse Aggregate
3.1.3 bead wire, n—a high tensile steel wire surrounded by
C136Test Method for Sieve Analysis of Fine and Coarse
rubber, which forms the bead of a tire that provides a firm
Aggregates
contact to the rim.
D698Test Methods for Laboratory Compaction Character-
3.1.4 belt wire, n—abrassplatedhightensilesteelwirecord
istics of Soil Using Standard Effort (12 400 ft-lbf/ft (600
used in steel belts.
kN-m/m ))
3.1.5 buffıng rubber, n—vulcanized rubber usually obtained
D1557Test Methods for Laboratory Compaction Character-
3 from a worn or used tire in the process of removing the old
istics of Soil Using Modified Effort (56,000 ft-lbf/ft
tread in preparation for retreading.
(2,700 kN-m/m ))
3.1.6 carcass, n—see casing.
D2434Test Method for Permeability of Granular Soils
(Constant Head)
3.1.7 casing, n—the basic tire structure excluding the tread
D3080Test Method for Direct Shear Test of Soils Under (Syn. carcass).
Consolidated Drained Conditions
3.1.8 chipped tire, n—see tire chip.
D4253Test Methods for Maximum Index Density and Unit
3.1.9 chopped tire, n—a scrap tire that is cut into relatively
Weight of Soils Using a Vibratory Table
large pieces of unspecified dimensions.
D2974Test Methods for Moisture,Ash, and Organic Matter
3.1.10 granulated rubber, n—particulate rubber composed
of Peat and Other Organic Soils
of mainly non-spherical particles that span a broad range of
This practice is under the jurisdiction of ASTM Committee D34 on Waste
ManagementandisthedirectresponsibilityofSubcommitteeD34.03onTreatment, Standard Specifications for Transportation Materials and Methods of Sampling
Recovery and Reuse. and Testing, Part II: Methods of Sampling and Testing, American Association of
Current edition approved Sept. 1, 2012. Published December 2012. Originally State Highway and Transportation Officials, Washington, DC.
approved in 1998. Last previous edition approved in 2008 as D6270–08. DOI: Standard Specifications for Transportation Materials and Methods of Sampling
10.1520/D6270-08R12. and Testing, Part I: Specifications, American Association of State Highway and
For referenced ASTM standards, visit the ASTM website, www.astm.org, or Transportation Officials, Washington, DC.
5 rd
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM Test Methods for Evaluating Solid Waste: Physical/Chemical Methods, 3 ed.,
Standards volume information, refer to the standard’s Document Summary page on Report No. EPA530/SW-846, U.S. Environmental ProtectionAgency, Washington,
the ASTM website. DC.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D6270 − 08 (2012)
maximumparticledimension,frombelow425µm(40mesh)to 3.1.27 tire chips, n—pieces of scrap tires that have a basic
12 mm (also refer to particulate rubber). geometrical shape and are generally between 12 and 50 mm in
size and have most of the wire removed (Syn. chipped tire).
3.1.11 ground rubber, n—particulate rubber composed of
mainly non-spherical particles that span a range of maximum 3.1.28 tire derived aggregate (TDA), n—pieces of scrap
particle dimensions, from below 425 µm (40 mesh) to 2 mm tires that have a basic geometrical shape and are generally
(also refer to particulate rubber). between12and305mminsizeandareintendedforuseincivil
engineering applications. Also see definition of tire chips and
3.1.12 mineral soil, n—soilcontaininglessthan5%organic
tire shreds.
matter as determined by a loss on ignition test (D2974).
3.1.29 tire shreds, n—pieces of scrap tires that have a basic
3.1.13 nominal size, n—the average size product that com-
geometrical shape and are generally between 50 and 305 mm
prises50%ormoreofthethroughputinascraptireprocessing
in size.
operation; scrap tire processing operations generate products
above and below the nominal size. 3.1.30 tread, n—that portion of the tire which contacts the
road.
3.1.14 particulate rubber, n—raw, uncured, compounded or
3.1.31 truck tire, n—atirewitharimdiameterof500mmor
vulcanized rubber that has been transformed by means of a
larger.
mechanicalsizereductionprocessintoacollectionofparticles,
with or without a coating of a partitioning agent to prevent
3.1.32 whole tire, n—a scrap tire that has been removed
agglomeration during production, transportation, or storage
from a rim, but which has not been processed.
(also see definition of buffıng rubber, granulated rubber,
3.1.33 x-mm minus, n—pieces of classified, size-reduced
ground rubber, and powdered rubber).
scraptireswhereaminimumof95%byweightpassesthrough
3.1.15 passenger car tire, n—atirewithlessthana457-mm
a standard sieve with an x-mm opening size (that is, 25-mm
rim diameter for use on cars only.
minus; 50-mm minus; 75-mm minus, etc.).
3.1.16 powdered rubber, n—particulate rubber composed of
4. Significance and Use
mainly non-spherical particles that have a maximum particle
4.1 Thispracticeisintendedforuseofscraptiresincluding:
dimension equal to or below 425 µm (40 mesh) (also refer to
tire derived aggregate (TDA) comprised of pieces of scrap
particulate rubber).
tires, TDA/soil mixtures, tire sidewalls, and whole scrap tires
3.1.17 preliminary remediation guideline, n—risk-based
incivilengineeringapplications.ThisincludesuseofTDAand
concentrations that the USEPA considers to be protective for
TDA/soilmixturesaslightweightembankmentfill,lightweight
lifetime exposure to humans.
retaining wall backfill, drainage layers for roads, landfills and
3.1.18 rough shred, n—a piece of a shredded tire that is
other applications, thermal insulation to limit frost penetration
larger than 50 mm by 50 mm by 50 mm, but smaller than 762
beneath roads, insulating backfill to limit heat loss from
mm by 50 mm by 100 mm.
buildings, vibration damping layers for rail lines, and replace-
3.1.19 rubber fines, n—smallparticlesofgroundrubberthat ment for soil or rock in other fill applications. Use of whole
result as a by-product of producing shredded rubber.
scrap tires and tire sidewalls includes construction of retaining
walls, drainage culverts, road-base reinforcement, and erosion
3.1.20 scrap tire, n—a tire which can no longer be used for
protection, as well as use as fill when whole tires have been
its original purpose due to wear or damage.
compressed into bales. It is the responsibility of the design
3.1.21 shred sizing, n—a term which generally refers to the
engineer to determine the appropriateness of using scrap tires
process of particles passing through a rated screen opening
in a particular application and to select applicable tests and
rather than those which are retained on the screen.
specifications to facilitate construction and environmental
3.1.22 shredded tire, n—a size reduced scrap tire where the
protection. This practice is intended to encourage wider utili-
reductioninsizewasaccomplishedbyamechanicalprocessing
zation of scrap tires in civil engineering applications.
device, commonly referred to as a shredder.
4.2 Three TDAfills with thicknesses in excess of 7 m have
3.1.23 shredded rubber, n—pieces of scrap tires resulting
experienced a serious heating reaction. However, more than
from mechanical processing.
100 fills with a thickness less than 3 m have been constructed
3.1.24 sidewall, n—the side of a tire between the tread with no evidence of a deleterious heating reaction (1).
shoulder and the rim bead. Guidelines have been developed to minimize internal heating
of TDA fills (2) as discussed in 6.11. The guidelines are
3.1.25 single pass shred, n—a shredded tire that has been
applicabletofillslessthan3mthick.Thus,thispracticeshould
processed by one pass through a shear type shredder and the
be applied only to TDA fills less than 3 m thick.
resulting pieces have not been classified by size.
3.1.26 steel belt, n—rubber coated steel cords that run
5. Material Characterization
diagonallyunderthetreadofsteelradialtiresandextendacross
5.1 The specific gravity and water absorption capacity of
the tire approximately the width of the tread.
TDA should be determined in accordance with Test Method
Theboldfacenumbersinparenthesesrefertothelistofreferencesattheendof
The defined term is the responsibility of Committee D11 on Rubber. this standard.
D6270 − 08 (2012)
C127. However, the specific gravity of TDA is less than half pressed values. In addition, short-term time dependent settle-
the value obtained for common earthen coarse aggregate, so it mentofTDAshouldbeaccountedforwhenestimatingthefinal
is permissible to use a minimum weight of test sample that is in-place density (7).
half of the specified value. The particle density or density of
5.4 The compressibility ofTDAandTDA/soil mixtures can
solids of TDA (ρ ) may be determined from the apparent
s
be measured by placing TDA in a rigid cylinder with a
specific gravity using the following equation:
diameterseveraltimesgreaterthanthelargestparticlesizeand
ρ 5 S ~ρ ! (1) then measuring the vertical strain caused by an increasing
s a w
vertical stress. If it is desired to calculate the coefficient of
where:
lateral earth pressure at rest K , the cylinder can be instru-
O
S = apparent specific gravity, and
a
mented to measure the horizontal stress of the TDAacting on
ρ = density of water.
w
the wall of the cylinder.
5.2 The gradation of TDA should be determined in accor-
5.4.1 The high compressibility of TDAnecessitates the use
dancewithTestMethodC136.However,thespecificgravityof
of a relatively thick sample. In general, the ratio of the initial
TDAis less than half the values obtained for common earthen
specimen thickness to sample diameter should be greater than
materials, so it is permissible to use a minimum weight of test
one. This leads to concerns that a significant portion of the
sample that is half of the specified value. applied vertical stress could be transferred to the walls of the
cylinder by friction. If the stress transferred to the walls of the
5.3 The laboratory compacted dry density (or bulk density)
cylinder is not accounted for, the compressibility of the TDA
ofTDAandTDA/soilmixtureswithlessthan30%retainedon
will be underestimated. For all compressibility tests, the inside
the 19.0-mm sieve can be determined in accordance with Test
of the container should be lubricated to reduce the portion of
Method D698 or D1557. However, TDA and TDA/soil mix-
the applied load that is transmitted by side friction from the
tures used for civil engineering applications almost always
sample to the walls of the cylinder. For testing where a high
have more than 30% retained on the 19.0-mm sieve, so these
levelofaccuracyisdesired,theverticalstressatthetopandthe
methods generally are not applicable. A larger compaction
bottom of the sample should be measured so that the average
mold should be used to accommodate the larger size of the
vertical stress in the sample can be computed.Atest apparatus
TDA. The sizes of typical compaction molds are summarized
designed for this purpose is illustrated in Fig. 1 (8).
in Table 1.The larger mold requires that the number of layers,
or the number of blows of the rammer per layer, or both, be
5.5 The resilient modulus (M ) of subgrade soils can be
R
increased to produce the desired compactive energy per unit
expressed as:
volume. Compactive energies ranging from 60% of Test
B
M 5 Aθ (2)
3 3 R
Method D698 (60% × 600 kN-m/m = 360 kN-m/m)to
where:
100%ofTestMethodD1557(2700kN-m/m )havebeenused.
Compactionenergyhasonlyasmalleffectontheresultingdry
θ = first invariant of stress (sum of the three principal
density (3); thus, for most applications it is permissible to use stresses),
acompactiveenergyequivalentto60%ofTestMethodD698. A = experimentally determined parameter, and
B = experimentally determined parameter.
Toachievethisenergywithamoldvolumeof0.0125m would
requirethatthesamplebecompactedin5layerswith44blows
5.5.1 Tests for the parameters A and B can be conducted
per layer with a 44.5 N rammer falling 457 mm. The water
according to AASHTO T274. The maximum particle size
contentofthesamplehasonlyasmalleffectonthecompacted
typically is limited to 19 mm by the testing apparatus which
drydensity (3)soitispermissibletoperformcompactiontests
precludes the general applicability of this procedure to the
on air or oven-dried samples.
larger size TDA typically used for civil engineering applica-
5.3.1 The dry densities for TDA loosely dumped into a
tions.
compaction mold and TDA compacted by vibratory methods
5.6 The coefficient of lateral earth pressure at rest K and
O
(similar to Test Method D4253) are about the same (4, 5, 6).
Poisson’s ratio µ can be determined from the results of
Thus, vibratory compaction ofTDAin the laboratory (seeTest
confined compression tests where the horizontal stresses were
Method D4253) should not be used.
measured.Atest apparatus designed for this purpose is shown
5.3.2 Whenestimatinganin-placedensityforuseindesign,
in Fig. 1. K and µ are calculated from:
O
the compression of aTDAlayer under its own self-weight and
σ
undertheweightofanyoverlyingmaterialmustbeconsidered.
h
K 5 (3)
O
The dry density determined as discusse
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