Standard Specification for
Performance-Graded Asphalt
Binder Using Multiple Stress
Greep Recovery (MSGR)Test
AASHTODesignation:¡n 332-l+'
AmericanAssociationof StateHighwayand TransportationOfficials
444NoÉhGapitolStreetN.W.,Suite249
D.G.20001
Washington,
for
StandardSpecification
Perfoimance-G raded Aspha lt
Binder Using Multiple Stress
Greep Recovery (M$CR) Test
AASHTODesignation:M 332441
TffiM
1. SCOPE
1.1. This specificationcoversasphaltbindersgradedby performanceusing the multiple stresscreep
recovery@SCR) test.Gradrngdesignationsarerelatedto the averageseven-daymarimum
pavementdesigntemperature,minimum pavementdesigntemperature,and traffrc loading.
1.2. This speciltcationincorporatesT 350 for determiningnon-recoverablecreepcompliance,Jn,."5,"
"H," "V," or "E" designationsmust be specifiedfor standa¡d,high, very high, or extremelyhigh
traffic loading,respectively.
Note l-For asphaltcementsgradedby viscosit-vat 60oC,seeM226.
Note 2-For performance-graded
asphaltbinder, seeM 320.
1.3. To ensurethat the asphaltbinder exhibitselasticresponse,the specifuingagencymay require
compliancewith AppendixXl.
2. DOCUMENTS
REFERENCED
2.1. AASHTO Standards'.
I M226, Viscosity-GradedAsphalt Cement
I Asphalt Binder
M 320, Performance-Graded
I l|d323. SuperpaveVolumetric Mix Desigrr
I R 28, AcceleratedAging of Asphalt Binder Using a PressurizedAging Vessel(PAV)
I R 29, Gradingor Veri$ing the PerformanceGrade(PG) of an Asphalt Binder
I R 35, SuperpaveVolumetricDesigl for Hot Mix Asphalt (HMA)
I T 40, SamplingBituminousMaterials
I T 44, Solubility of BituminousMaterials
I T 48, Flashand Fire Pointsby ClevelandOpen Cup
I T 240, Effect of Heat and Air on a Moving Film of Asphalt Binder (Rolling Thin-Film
Oven Test)
I T 313, Determimngthe Flexural CreepStrfhess of Asphalt Binder Using the Bending Beam
Rheometer(BBR)
I T 314, Determiningthe FracturePropertiesof Asphalt Binder in Direct Tension(DT)
r T 315, Determiningthe RheologicalPropertiesof Asphalt Binder Using a Dynanuc Shear
Rheometer(DSR)
TS-2b M 332-1 AASHTO
O 2014 bv the American Associaüon of State Highway and Transportaüon Oflicials,
All rishts resroe¡l Drmlicafion is a violation of annlimhle'law
I T 316, Viscosit-vDeterminationof Asphalt Binder Using RotationalViscometer
I T 350, Multiple StressCreepRecovery(MSCR) Test of Aiphalt Binder Using a Dy'namic
ShearRheometei(DSR)
2.2. ASTM Standards:
I D 8, StandardTerminologyRelatingto Materialsfor RoadsandPavements
r D 5546. StandardTest Method for Solubility of AsphaltBindersin Tolueneby Curtrifuge
3. TERMINOLOGY
3.1. Defrnitions.
3.1.1. Definiüonsfor manvtermscommonto asphaltbinderarefoundin ASTMD 8.
3.1.2. cementthatis produced
asphaltbinder-an asphalt-based frompetroleum
residueeitherrryithor
organicmodifiers.
withouttheaddiüonof nonparticulate
4. ORDERINGINFORMATION
4.1 . When orderingrurderthis specification,include in the purchaseorderthe performancegrade(PG)
of asphaltbinder requiredincluding the desigtationfor traffrc loading(e.g.,M 332,PG 64V-22):
4.1 .1. If requrredto comply with the elasticresponserequirementsin AppendixXl. includereferenceto
AppendixXl in the purchaseorder(e.g.,M332,PG 64V-22,AppendixXl).
4.2. The requiredenvironmentalasphaltbinder gradesmay be selectedby follorving the procedures
describedin M 323 and R 35, exceptdo not usethe "grade bumping" procedurein M 323. Select
the environmentallyappropnatehigh- and lou.temperatüe gradesand the appropriate"S,"'H,"
'V," or "E" gradefor the expectedtraffic level and traffic load rate.
4.2.1 . StandardDesignation"S" in most typical situationswill be for traffic levels fewer than 10 million
EquivalentSingleAxle Loads(ESALs) and more than the standa¡dtraffic speed(>70 km/h).
4.2.2. High Designation"H" in most situationswill be for traffic levels of l0 to 30 million ESALs or
slow-movingtraÍfrc (20 to 70 km/h).
4.2.3. Very High Designation"Iy'" in most situationswill be for traffic levels of greaterthan 30 million
ESALs or standingtraffic (<20 km/h).
4.2.4. ExtremelyHigh Desigration "E" in most situationswill be for traffic levels of greaterthan
30 million ESALs and standingtraffrc (<20 km/h) suchastoll plazasor port facilities
Note 3-"Grade bumping" is accomplishedby usrng'T{,- "ly'," or "E" desigrationsandnot by
increasingthe PG high-temperaturegradeasrecommendedin M 323.
5. MATERIALSAND MANUFACTURE
5. 1. Asphalt binder shall be preparedby the refining of crudepeffoleumby suitablemethods,with or
without the additionof modifiers.
5.2. Moüfiers may be any organicmaterialof sutable manufacturethat is usedin virgin or
recycledcondition andttratis dissolved,dispersed,or reactedin asphaltbinderto enhance
its performance.
TS-2b M 332-2 MSHTO
@ 2014 by the A¡rerican Association of State Highway and Transpofation Offrcials
A'll riqhfs restrsl Tlmlicafion is a violation of annlieahle law
5.3. The asphaltbinder shall be homogeneous,
free from water and deleteriousmaterials,and shall not
foam rvhenheated.to,l75"C
5.4. The asphaltbinder shallbe at least99.0percentsolubleas determinedby T 44 or ASTM D 5546.
5.5. This specificationis not applicablefor asphaltbindersin which frbersor other discreteparticles
are larger than 250 pm in size.
5.6. The gradesof asphaltbinder shall conformto the reqüremorts givan in Table 1
5.7 . lf requiredto exhibit an elasücresponse,the asphaltbinder shall conform to the requirementsof
AppendixXl.
6. SAMPLING
6.1 . The materialshall be sampledin accordancewith T 40.
7. TESTMETHODS
7.1 . The propertresoutlinedin Sections5.3,5.4, and 5.6 shall be determinedin accordancewith R 28,
T 44 oTASTMD 5546,T 48, T 240,T 313,T 314,T 315,T 316,andT 350.
8. AND CERTIFICATION
INSPECTION
8.1 . Inspectionand certificationof the materialshall be agreedupon betweenthe purchaserandthe
seller.Specificrequirementsshall be paÍ of the purchasecontract.The seller shall provide
materialhandling and storageproceduresto the purchaserfor eachasphaltbindergradecertified.
9. ANDRETESTING
REJEGTION
9. 1. If fhe resultsof any test do not conformto the reqürementsof this specification.retestingto
determine conformity is performed as indicated in the purchaseorder or as otherwise agreedupon
betweenthe purchaserand the seller.
IO. KEYWORDS
10.1. Asphaltbinder; asphaltcement;direct tension;flash point; modifier; multiple sfiesscreeprecovery
(MSCR); performancespecifications;pressr¡reaging;rheology.
TS-2b M 332-3 AASHTO
@ 2014 bv theAmericanAssociation of State High,n'ay and Transportaüon Offrcials
A I I ri ohls reqlrynl T)rmlieafion i r e violaf inrr nf qnnl irshle I¡s
Table I -Performance-GradedAsphaltBinder Specification"
Perfomance Grade
Avwge 7-day mx pavement design tmp,
"e
"c9
Ftuh T48, min'C 230
Víscosity, T316;'
mü 3 Pa.s,test t35
Dynanic sheu, T 3l
G+/sind.min 1.00k?¡'
l0 rad/s,'C
Thin-Film Oven Rqidue (I 240)
Mass change, nru, 100
MSCR'f 350;
St¿nd¿¡dT¡affic "S"
J¿ 2,mu 4.5 kPa-l 46 58
Jdfr, max 750/6
test 1€mp,oC
MSC& T 350:
Heaqr Traffic "H"
"I¿ 2,max 2 0 l.rPa-¡ 46 52 58
J¡¡¡,w75ot6
lest temp, "C
MSCR,T 350;
Very HearryTraflic "V"
'
J6 2. ild l.U Kl0 46 52 58
J*¿6, max 75o/o
tost tenp,'C
h4$C& T350;
Ellremely Hilvy Traffic "e"
Jn 32,mu 0.5 kPa-r 46 52 58
,166 max 7591o
testlemp,'C
PressurizedAging Vessel Residue
PAV asine tflo- 'Cs 90 90 100
lrlnmiu sheil, T 315:
*s"
l0 7 4 25 22 t9 l6 IJ t0 7 25 22 l9 l6 13
G* sin6,mu 5000 kPa"
test temp (@ I 0 radls, 'C
Dlnmic sher. T 315:
l0 7 25 2? l9 l6 l3 l0 1 25 22 t9 l6 TJ
G* sin6. mu 6000 kPa"
tústt€mp l¿ 10 rad/s.'C
Creepsüfihess,T 313:'
E mu 300 MPa -30 -36 --6 -18 -24 -30
,z-valre, min 0 300
0 36 l8 _JU
testtemp @ 60 s, 'C
f)irect tmsion, T 314:"
Failure straiq min 1.09/o -30 -36 0 -4 -12 -18 14 -,30 16 -.6 _t2 ,18 -30
test temp (@ I 0 mr/min, "C
MSCR lestiug on RTFO residue should be perfomed at the PG grade bced on the envirmmental high pavemenl temperalure Grade bumping is rccomplished
by requi¡ing a lower.I., value while twting at the enviroruneulal tmpsatme.
Pavemtrt tentpentues ile estimated frcm air temperatwes using m algmitlnn contained i¡ üle LTPP Bind progrm, may be provided by tie specifying agency-
or by following the proc{rdues ff outlined in M 323 md R 3 5, excluding the prcvisioro for "grade bmping. "
This requi¡omeut may be waived a1the discretion of the specifying agency if the suppliu wmmts thal the mphatt binder m be ndeqrutely pmped md mixed at
teriperatues that meet all applicable safety slardads
F'u quality control of umodified rephalt binder prcduc{ion, memuremt of úrc viscmily of the uiginal asphalt biuder may be used to supplemerrt d¡nmic
sheil mesüemtrts of G*r'sin6 at tet tmpqatwes whse the asphalt is a,NeMonian fluid.
G*/sirñ : high temperature stifliress and G* sin6 : intmediate tmperañ.ue stiffness
The mros chmge shall be less thm I 00 percent for either a positive (mms gain) or a negalive (mss loss) chmge
a 'Ihe
PAV aging temperatue is bued on simulated cli¡natic condilioro mó is one ofthñe tünpemturEs, 90"C, 100'C, or 110.C. Nomally the pAV aging
lEmp€rature is 100"C for PG 58-xx md above However, in deseÍ climtes, the PAV aging tempemture for PG 70-u md above roy be specified m l lo"C
IftlrecreepstifnessisbelowS00hfPathedirecttemiontestisnotrequired Ifthereepstiffnssisbetlrem300and600MP¡Lúedirsttmsimfailurestrain
requirtment cm be 6ed in lieu ofile seep stiffness requirement. The m-value requirile.nt m6t be satisfied in both cffi
TS-2b M 332-4 AASHTO
O 2014 by the Ane¡ican Association of State Highway and Trdnsportation Offrcials.
^ l1 ;dhta raaañ'a¡ T\¡mli^a#^r ia . -i^l.ii^- ^f qñhli^ahtA ta¡rr
Tabfe I -Performance-GradedAsphaltBinder Specificationo(continued)
PG 64 PGTO
Perfomane Grade
10 16 22 28 34 40 10 t6 2A q
Average 7-day mu
ocb <64 <70
Min pavementdesign \28
>-10 | >-16 | ,¿2 | | --34 | >-40 >-10 >-t6 l>,22 >-34 >40
temp. 'C¿ 1>18
Original Binder
T 4& min 'C 230
Viscosity,
T 3l 6f
135
m&\ 3 Pa.s,test
Dynmic sher.'I3l
G*/siuli. mir I 00 kPa"
t0 rad/s, 'C
'Ihin-Filnl
O¡'en Reidue (I240)
Mms change, ma¿ percent/ 100
MSC& T350r
'l'ratfic '5"
Stmd¿rd
-1762,mu 4.5 kPa r 64 70
J¡¿¡6 maxT5otto
test t€mD. "C
N{SCR,T 350:
Hcavy Tñfiic'¡f"
.,r,,¡u,mu 2.0 kPa-r 64 70
J pa6, mL\ 7596
t€sttenlD. oC
MSC$ T 350:
Very Heary Traflic "V"
Jú2,ñülUff&_ 64 70
Júiffmü(7596
test temD^"C
MSC& T 350:
Enremely Heavy Il¿ffic "8"
J6 2,max 0.5 kPa ' 64 70
.166,m75o/o
Gsttem. oC
PressmizedAging Vessel Rsidue (R 28)
PAV agine temP,"Cs t00 100 r 10)
Dpmic sher, T 315:
's"
JI 2E 25 22 i9 lb 3l 28 25 22 t9
G* sinü, mu 5000 kPa"
testlemp (a l0 radls, 'C
Dynmúc sheu, T -115:
31 28 25 22 19 I6 34 31 28 25 22 19
G* sinü, mu 6000 kPa'
lest tenD (a 10 rad/s, "C
Creep süffness,T 313:'
t max 300 MPa -r2 -18 --24 -30 ,4
0 4 0 12 -1E -30
n-valrrc, min 0,300
test tomp @ 60 s, oC
Directtensiou, T 314:"
!-ailue strair¡ min l.09lo 0 --t2 18 -2.4 -30 0 4 12 --t8 -30
lesttefrp @ 10 mm/min, "C
MSCR 1&t ou R'ITO rmidue should be perfomred at the PG grade bmed on the environmental high pavment temperature Grade bmpfug is rccomplished by
requiring a lower ln,value while testing at the enviroimental tmperature
Pavemedtemptratutr ue estirnaled from airternpentwes using m algoritJrn cmtained intbe LTPP Bind progm, my be provided bythe specifying agency,
or by following the procedwes u otrtlined in lvl 323 md R 35, excluding rhe provisioro for "grade bmping "
This requirement may be waived at the dlscretion of the specifying agency if fhe supplier waruts that the üphalt binder can be adequtely purnped ard míxed at
lemperatws thai meet all applicable safety stmdüds.
For quality control of modified aphalt binder productiort, memuremefll ofth€ viscosity of the ciginal Gphalt bindq may be ued to supplment dynmic
shw meffurmtrts ol G*/sin6 at t6t temperalures where.the ruphalt is ¿ Newtmim fluid.
G*/sin6 - high temperattre stiflhess md G* sind : intomediate tqnperatute stifn€ss.
The mss chmge shall be lss thm 1.00 percent for either a positive (mass gain) or a neiative (ms loss) chmge.
The PAV aging tempemtre is bmed m simulated climtic conditiom md is me of the tenperatrues, 90"C, 100'C, or I 10'C Nomlly the P.A.\ragmg
tempcatwe is 100'C tb¡ PG 5t-xx md above Ilowever, in desertclimares,the PAV aging tempemturefor PG 70-s and aboveroy be specifiedc 110"C.
Ifthe creep stiffn*s is below 300 MP4 the direct teüion test is not required. Ifthe ueep stiffness is between 30{i md 600 MPa. the direct tensim failue strain
'lhe
requiremcnt cm be med in lieu ofthe qeep stiffirss requiment. nvalw requiremsnt must be satislied in both cmes
TS-2b M 332-5 AASHTO
^11 ;^L+- ---F,-A hñl;-4r;^ñ;. - .';^l^+;^- ^f --*1;--L1- l-.,,
Tabf e I -Performance-GradedAsphalt Binder Specification' (continued)
PG 76 PG 82
Perfommce Grade
l0 lb 22 28 34 l0 l6 22 28 34
Average 7-day max-
<76 <82
pavmmt design 1emp, 'C'
Min pavemnt design >-10 | >-ló | >-22 | >-28 | >-34 >--10 >-t6 | >-22 >18 >-i4
tem. "C¡
Flch pointtemp, T 48, min"C 230
Viscosity, T 316f
135
max 3 Pü.s"test
Dynmic sheu. T 315:a
G*/sin ü min 1.00kPa"
10 ¡adls, 'C
llun-lrlln Oven Resrdue( I 240
Mcs chmge, mu, percmtr 100
MSCR, T 350:
Stmdad Traffic'5"
"/-3 2,mu 4.5 kPa-r 82
Jn¡s, nlax7 5o/o
test temp, "C
NíSC& T350:
Healy Tralf c "II'
J66mx2.0kla' 76 82
J6,mu75o/o
test temp, 'C
MSC& T 35Cr:
Very Healy Traffrc "V"
t 82
Ju¡¿, mu 1 0 kP¿
Jnm, mur75o/o
test temP, oC
MSC& 1'350;
Extremely Heavy Trafiic "E"
J6 2,max 0.5 kPa-r 16 82
J pa6, maxT5ot'o
lest temp, oC
Presswized msel Residue
PAV asinetmn.'C 100(l l0) 1 0 0( t r 0 )
Dynmic sheu, T3l5:
37 34 3l 28 25 40 3l 28
G* sind, mu 5000 k?a"
testtemp @ l0 radls, 'C
Dlnamic sher, T 315:
! ¡ u n r f r ! ( ú ! !
37 34 3l 2E 25 40 3l 28
G* sinñ, mu 6000 kla"
lest temp @ 10 Édls, 'C
Creep stitlhess.T 313:'
,S,¡nu 300 MPa .4 ,18 -i8
0 0 4 l2
n-value, min 0.300
testtemp @ 60 8. "C
Directtemion, T 314:"
Failure strain,min l-0% 0 4 -1t 0 5 t2 -18
testtmp ld 1.0 mm/min. "C
MSCR tst m RTFO rsidue should be perfmed at the PG grade broed on tlre mvircmtenlal high pavmrent teÍrptrature Gmde bunping is
accomplished by requiring a lower./,, value wlúle iesting a1the qvimcntal lemperalwe.
Pavoment iemperatus ile estimated from aü temperdues using m alguithm containcd in the LTPP Bind progm, may be prcvided by the speciffng
agelcy, or by following th€ prccslurs a outlined in M 323 md R 35. excluding the provisions for "grade bmpin&"
'Ihis
requirement may be waived d the discretion ofthe specifring agency if the supplier wanmts lhat the rephalt binder can be adequtely pumped and
mixed at temperatues that rleet all applicable safety standards.
For qualily control of umodified rophalt bindu prorfuctior, meaüetrentof lhe viscosity of the original aphalt bindm may be ued to supplmmt
dlnmic shear measurqnents of G*/sin6 at test temper¿tures where the abphalt is a Neu4onii¡n fluid.
C"/sind = high tempemhue stiffness md G* sinii : irtmedi¿e tmperaüe stiftress
The mass chuge shall be less thm 1.00 percmt ftr either a positive (mms gair) or a regative (mros foss) chmge.
I The PAV aging temperalwe is baed orr sinul¿ted climalic conditim md is ole of tbree tqnpera¡x's, 90'C. i00'C, or I 10"C Nomally the PAV aging
tempcratue is 100"C for PG 58-xx md above Howevr, in dese¡t climales, the PAV aging tempmature tbr PG 7Gs md above may be specifred m l l0oC
If the crcep stiffness is below 300 MPq lhe direct tension test is not required. If the ueep stifúrms is between 300 md 600 MP4 the dírect tmsion failure
strain requiremmt cm be ued in lierr of the reep stifrress requirem€nt The n-valtre requirement must be saüsfied in both cass.
TS-2b M 332-6 AASHTO
@ 2014 bv the American Association of State Highway and Transportation Officials.
All ri¡htc race¡'*l l-\'-ti.ori¡n ic o vi¡latin¡ nf on¡li¡al"l- 1...'
APPENDIX
,- (Nonmandatory Information)
XI. OF ELASTICRESPONSE
INDICATIONS
X1 .1. For an asphaltbindertestedaccordingto T 350, the percentrecoveryis intendedto provide a
meansfor determiningthe presenceof elasticresponseand stressdependenceof polymer modified
and unmodifiedasphaltbinders.FigureX1.1 may be usedas an indicator of the presenceof an
elastomericpolymer.
y=29371¡-0.2613
Passing o/or€oovert
¡
o
o \
o
E
s
\
Failing% recovery
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.6 0.9 1 1.1 1.2'1.31.4 1.5'1.6 1.7 1.8 1.9 2 2.1
Jnr, kPa4
Figure Xl.I-Nonrecoverable CreepComplianceVersusPercentRecovery
X1 .2. On the graphin FigureXl.1, plotthe averagepercentrecovery at3.2W4&.2, versr¡sthe average
z, Irl€flSllr€dat the sametemperature.
nonrecoverablecreepcomplianceat 3.2 kPa,"/¿r-¡
X1 .3. If dre plotted point falls on or abovethe line on the graph,the indicationis that the asphaltbinder
is modified with ar acceptableelastomericpolymer. If the plotted point falls belorvthe line on the
, graph,the indicationis fhat the asphaltbinder is not modified with an elastomericpolymer.
I FormerlyAASHTO ProvisionalStandardMP 19. First publishedas a full standardin20l4
TS-2b M332-7 AASHTO
O 2014 bv the American Association of State ay ard Transportation Oflicials.
A ll tirhtc ¡ ccn.*¡ l\--li-.fi^- i" . ¡'iñ-¡i^- ^f aññli.alala l4rv
