fuelaininstue ofthathe wixin
o prodperatully refthese tduce fue of st
is viewed as not a structure failure, but a serious safety hazard tovehicles because hydroplaning can occur in the presence of ruttingin rainy weather, resulting in serious trafc accidents. Moreover,vehicles tend to be pulled towards the rut path, making it difcultto drive. Many factors can contribute to the rutting distress ofpavement, such as environment (high temperature), truck speedand tire contact pressure; the methods to prevent the rutting are
and there is possible interaction effect between warm additivesand aging rate. Further, the WMA technology has been evolvedsince its emergence; various warm additive products are availablein the market. The chemical components and physical propertiesvary from product to product. The diversity in the warm additivesmakes the selection of warm additives different; apple-to-applecomparison on their rutting performance should be gained throughfurther research to facilitate the warm additive selection.
The objective of this research is by incorporating various warmadditives in the study to compare the rutting performance of these
Construction and Building Materials 31 (2012) 265272
Contents lists available at
evE-mail address: email@example.com (W. Zhao).regulations (CO2 and noxious substances emission from traditionalasphalt mixture production). Now it has generated waves of inter-est in US among industry practitioners and academic researchers.The general information, industry practices, and environmentalbenets about WMA technology can be found in literature [1,2].
Rutting is one of the most important distresses for asphalt pave-ments. It is caused by material consolidation and lateral movementdue to repeated heavy wheel loadings on the various pavementlayers/subgrade. The distress is manifested by a depressed rutalong the wheel path on the pavement surface. The rutting distress
research. Research showed that Sasobit and Evotherm do notincrease the rutting potential, and rutting potential did increasedue to lowered mixing temperature [3,4]. Xiao et al. did researchon the WMA rutting performance with moist aggregate , theresults showed the mixture with Sasobit additive exhibited thebest rutting resistance, while the mixture containing Asphamin
and Evotherm additives generally showed a similar rut resistanceto the controlmixture. However, the research did not quantitativelyseparate the possible effect the warm additives on the asphalt bin-der from the effect of lowered temperature due to reduced aging,1. Introduction
The technologies that are used tconcrete at a relatively lower temhot mix asphalt (HMA) are generaasphalt (WMA). The occurrence ofnated in Europe in the attempt to reducing asphalt concrete in the fac0950-0618/$ - see front matter 2012 Elsevier Ltd. Adoi:10.1016/j.conbuildmat.2011.12.101uce and place asphaltre than the traditionalerred to as warm mixechnologies was origi-el consumption in pro-ringent environmental
primarily through engineering an asphalt mixture with improvedshear resistance to withstand problems posed by the environmentand trafc loadings. However, the addition of warm mix additivesinto the asphaltic mixture can complicate the engineering process;more knowledge is needed to assess the inuence of the warmadditives to the pavement rutting performance.
The rutting performances with some of the commonly usedwarm additives have been investigated individually by previousRuttingPermanent deformation
performance as the control mixtures. 2012 Elsevier Ltd. All rights reserved.Characterization of rutting performanceasphalt mixtures
Wenbin Zhao , Feipeng Xiao, Serji N. Amirkhanian,Department of Civil Engineering, Clemson University, Clemson, SC 29634-0911, United S
a r t i c l e i n f o
Article history:Received 21 June 2011Received in revised form 27 December 2011Accepted 27 December 2011Available online 28 January 2012
Keywords:Warm mix asphalt (WMA)
a b s t r a c t
Driven by the reduction inthe warm technology has gadditives are available bothWMA. The purpose of thison the rutting performanctions. The results showedto reduced binder aging. Trendered by the lowered m
journal homepage: www.elsll rights reserved.warm additive modied
adley J. Putmans
consumption and CO2 emission in producing and placing asphalt concrete,ed a lot of interests in the recent years in academia and/or industry. Warma liquid and solid state; there are concerns over the rutting performance ofdy is to investigate and characterize the effects of various warm additivesasphalt concrete with different binders and mixing temperature applica-the lowered mixing temperature increases the rutting susceptibility dueax warm additives stiffen the binder, and can offset the rutting problemg temperature, while the chemical warm additives have the same rutting
ier .com/locate /conbui ldmat
additive modied asphaltic mixtures with the control group andamong themselves, and further to characterize the inuence ofwarm mix modication on permanent deformation performance.
2. Experimental plan
A three-factor, full level, well balanced experiment was planned and carried outin a well-controlled lab environment to fulll the objectives of this study. Threeexperimental factors are warm additive, mixing and compacting temperaturesand asphalt binder source. Only one aggregate source is utilized. The Asphalt Pave-ment Analyzer (APA) was conducted to evaluate the rutting performance of themixtures. After the APA test, the binders were extracted from some selected mix-ture types, identifying the possible causative relationship between rheologicalproperties and the rutting performance. The experimental design ow chart is pre-sented in Fig. 1. The rationales for the main experimental factors utilized are pre-
of the G /sind for the original binders Rolling Thin FilmOven (RTFO)residue binders is the same: at their corresponding test tempera-tures, binder C has the highest value, followed by binder N, thenby binder I.
The aggregate used in this research was from a quarry in South
266 W. Zhao et al. / Construction and Buildsented in the following paragraphs.
2.1. Warm additive
To characterize the rutting performance of warm mix asphaltic mixtures, vari-ous warm additives are needed for further inductive reasoning with respect to moregeneral inference. Four warm additive products were identied and employed inthis study, so that their performance can be compared to the traditional HMA con-trol mix and among themselves as well. All the additives are not involved in foam-ing technology/mechanism. Two additives are in solid state at the roomtemperature, while the other two additives are viscous liquid. The warm additiveswere selected in such a way that the characterization of the products from thesetwo categories (wax and chemical) could be possibly investigated.
2.2. Mixing temperature
Three levels of mixing and compaction temperatures were adopted in the study.Warm mix asphalt is produced at temperatures in the range of 1655 C (30100 F) lower than the typical hot mix asphalt . The range of mixing temperaturefrom 120 C to 150 C was studied through three temperature levels with an inter-val of 15 C (Table 1). Further, this temperature arrangement allows the effect oftemperatures on rutting performance to be separated from the warm additives.The temperature arrangement can also allow the effect to be evaluated throughchanges in binder aging during the production process. The compaction tempera-tures are lower than the mixing temperatures by 15 C at every treatment level.
2.3. Binder source
Three binder sources and one aggregate were utilized in the study. Asphalt iscomprised of various compounds, and is usually melted into a liquid state by apply-ing heat to a predetermined temperature before mixing with aggregates. In thisstudy, the utilized warm additives were either organic waxes or chemicals; at theelevated mixing temperature, the chemicals in the asphalt and warm additivesmay interact with each other in various ways such as physical interaction or chem-ical reaction. The alleged interactions can further inuence the properties of theasphaltic mixtures made with the warm additives. Compared with asphalt, the min-eral components in aggregate material are relatively stable and inert; therefore,warm additives are more likely to interact and undergo chemical reaction with bin-der than aggregate. It is very important to examine whether the effects of the warmadditives on the mixture properties, if any that would be found in this study, will bevalid just in one particular asphalt binder or many binders. Utilizing binder fromdifference sources/grades can provide a wide context in which the warm additiveeffects would be characterized.
0 (No Additive) Additive A Additive B
Binder N: PG 58-28 Binder C: PG 64-22 Binder I: PG 64-22
Additive C Additive D
High: 150 C
Low: 120 C
Extract binder from selected
mixtures; Conduct DSR tests
Fig. 1. The experimental design ow chart.3. Materials
3.1. Warm additives
Four warm additive products were investigated in the experi-ment; the binder without any additive was the control and referredas virgin binder throughout this paper. All the additives involveno foaming mechanism in producing WMA. The manufacturer rec-ommended dosages were adopted to add the warm additives intothe asphalt mixtures. Additives A and B are wax products; bothwere added at a rate of 1.5% by the weight of asphalt binder. Addi-tives C and D are identied as chemical products at the room tem-perature, and added at a rate of 0.3% and 0.5% by the weight ofasphalt binder, respectively. The physical properties of the warmadditives are presented in Table 2.
All the additives were added into the binder before mixing, andthe uniformity of the subsequent binders were achieved by thor-ough hand blending at the target mixing temperatures. During thisblending process, a certain amount of physical effort was requiredto overcome the resistance of the binder to the blending spatula.The degree of resistance was a reection of the viscosities of themodied binders at the corresponding temperatures. Comparedto the virgin binder (no warm additives), the same level of blendingeffort was noticed to stir the additives A and B modied binders.However, an appreciable lower blending effort was required inblending binder with additives C or D, as compared with the effortin blending virgin binder (no warm additives). This may indicatethe manufacturer recommended additive dosage might not be en-ough to obtain and adequate viscosity level such as the one speci-ed for HMA mixing (0.28 0.03 Pa s). When the binders weremixed with aggregate to produce asphaltic mixtures, the mixingtime at lower temperatures for virgin and chemical-modied bind-ers (additives A and B) was extended to a longer period to obtain auniform binder coating. The viscosity reduction and workability ofWMA binder using the same warm additives can be found in an-other study . Nevertheless, this paper mainly focuses on theeffects and characterization of warm additives on the ruttingperformance of WHA mixtures, rather than the workability.
3.2. Asphalt binders
Two PG 62-22 binders were used in this study. They were desig-nated as binder C and I, respectively. One PG 58-28 softer binderwas utilized and designated as binder N; it came from the same as-phalt binder terminal as binder I. The Superpave binder physicalproperties are listed in Table 3. It should be noted that the ranking
Table 1Mixing and compacting temperatures.
Treatment levels Mixing temperatures Compacting temperatures
C F C F
High level 150 302 135 275Medium level 135 275 120 248Low level 120 248 105 221
ing Materials 31 (2012) 265272Carolina. It is composed predominantly of quartz and potassiumfeldspar. The related physical properties of the aggregate are re-ported in Table 4.
Table 2Warm additive physical and chemical properties.
Properties A B
Ingredients Solid saturated hydrocarbons Fatty polyamines, polymcomponents, fatty amine
Physical state Pastilles, akes Solid pelletsColor Off-white to pale brown BrownOder Practically odorless Amine likeMolecular weight Approx. 1000 g/mole Specic gravity 0.9 (25 C) Vapor density Bulk density Ph values Neutral Boiling point Flash point 285C (ASTM D92) Closed cup:>93.3 CSolubility in water Insoluble Insoluble in cold water
Table 3Superpave binder properties for the virgin binders.
OriginalViscosity, Ps-s (135 C) 0.6G/sind, (Pa) (64/58 C) 180
RTFO residueMass change, (%) (165 C) 0G/sind, (Pa) (64/58 C) 460
PAV residueGsind, (kPa) (25/19 C) 242Stiffness (60 s), (MPa) (12/18 C) 129m-value (60 s) (12/18 C) 0.3
Table 4Aggregate physical properties.
L.A. abrasion loss (%) Absorption (%) Specic gravity
Dry (BLK) SSD (BLK) Appa
30 0.5 2.63 2.64 2.66
Fine aggregateFineness modulus Absorption (%) Specic gravity, SSD (BLK)
3.2 0.6 2.64
Fig. 2. Aggregate gradation chart.
W. Zhao et al. / Construction and BuildC D
er, non-ionic, glycol
Polymer, fatty acid amine Modied tall oil fatty acidpolyamine condensate water
Liquid Viscous liquidAmber (dark)Fishy, amine-like
1.0 1.031.08 100 C>100 C Insoluble Soluble
ing Materials 31 (2012) 265272 2674. Gradation, mix design and specimen fabrication
The South Carolina Department of Transportation (SCDOT)technical specication for Hot-Mix Asphalt material properties was followed to conduct the aggregate gradation and mix de-sign. Aggregate gradation chart is shown in Fig. 2; along with itare the curves of other restrictive requirements, such as the SC highand low spec limits, AASHTO control points, and Superpave maxi-mum density line. The designed aggregate gradation meets thetype B surface course (high volume primary roads) requirementsstipulated by the SC DOT technical specications. The nominalmaximum aggregate size (NMAS) is 12.5 mm. The optimum bindercontent was determined to correspond to the air voids content of4% in the total mix under 75 gyrations. The optimum binder con-tent is 5.35% in this study.
Identical specimens were prepared by compacting the samplesusing Superpave Gyratory compactor for both the HMA and WMA
PG64-22) I (PG64-22) N (PG58-28)
26 0.405 0.311 1207 1378
.24 0.02 8 2815 3875
0 2970 4064183 249
54 0.311 0.281
Soundness % loss at 5 cycles Sand equivalent Hardness
rent 3/43/8 3/8#4
1.7 4.1 53 6
Soundness % loss
mixtures involved in this study. The target air voids content wasset at 4% for the APA rut test. Two replicates were fabricated foreach treatment combination.
5. Test method
5.1. The APA test
Asphalt Pavement Analyzer was utilized to investigate therutting susceptibility of the mixtures. The standard test procedure
268 W. Zhao et al. / Construction and Buildthat was followed in this study can be found in AASHTO TP 63-03,determining rutting susceptibility of Hot-Mix Asphalt (HMA) Usingthe Asphalt Pavement Analyzer. The APA test is a simulative test;the load on the samples applied by the rolling wheels through thepressurized hose simulates the loading situations of heavy vehiclesas their tires are passing on the pavement. Not only the load mag-nitude but also the repeated loading mode makes the test a goodcandidate to evaluate an asphaltic materials resistance to rutting.Research shows the APA test results have a good correlation withthe rutting performance under the accelerated pavement testingwith a heavy vehicle simulator . Other researchers have shownthe APA rut depths are correlated well to eld performances whenloading and environmental conditions are appropriate [9,10].
In this study the test temperaturewas set at either 64 C (147 F)or 58 C (136 F), depending on the binder high temperature grade.The hose pressure was set at 700 35 kPa (100 5 psi), cylinderload on each wheel was set 445 22 N (100 5 lbf.); after 8000loading cycles, the rut depths were measured manually.
5.2. Binder extraction
To identify the possible correlation between the rheologicalproperties of the warm additive modied binders and the ruttingperformance, the effort was made to extract the binders from themixtures and conduct binder test subsequently. Since the binderextraction requires tremendous lab work, only nine mixtures weresubjected to binder extraction; their mix codes (treatment combi-nation) are listed in Table 5.
A Rotavapor evaporator and other centrifuge devices were usedto conduct the binder extraction. The test protocol was per SCDOTtest designation: SC-T-95 .
5.3. Binder rheology test
The Dynamic Shear Rheometer (DSR) was used to conduct thebinder rheology test for the recovered binders. Initially, the valuesof the test parameters, such as the plate oscillation speed and sam-ple strain control level were adopted from a RTFO residue sampleDSR test. However, the aging degree during the mixing and com-paction did not reach the same level as a RTFO aging process canhave, which made the test impossible. The parameter values wereadopted by following the DSR tests for original binders, namely anoscillation speed of 10 rad/s and 12% of strain control.
Table 5Mixes subjected to binder extraction.
Mix code Binder source Mixing temperature Warm additive
IL0 I (PG64-22) Low 0 (no additive)ILA I (PG64-22) Low AILB I (PG64-22) Low BILC I (PG64-22) Low CILD I (PG64-22) Low DIMA I (PG64-22) Mid/medium AIHA I (PG64-22) High A
CLA C (PG64-22) Low ANLA N (PG64-22) Low A6. Results and discussions
A general linear model procedure was carried out to conductthe statistical analysis. In this 3-factored experiment, the rut depthresults can be partitioned into 8 sections: 3 main factor terms, 3two-way factor interaction terms, 1 three-way interaction term,and an experimental error term. The Analysis of Variance (ANOVA)test was used to determine whether each of the factor effects wassignicant or not. The level of test signicance was set at 5%; inother words, there are 5% of chances to make a type I error inthe hypothesis test. If the p-value of a test result is less than 5%,the alternative hypothesis that not all treatment means are thesame will be accepted as true. The ANOVA table of the statisticaltest is presented in Table 6, and detailed discussions are given inthe following sections.
6.1. Main factor effects
Statistical analysis shows that the binder source had a signi-cant effect on the mixtures rutting performance. The binder sourceeffects due to binder source difference are presented in Fig. 3.Mixtures using binder source C had the best rut performance andbinder N (PG 58-28) was better than binder I (PG 64-22). It shouldbe noted that the APA test temperature for binder N was 58 C,while the test temperature for binder I was 64 C. Virgin binderhigh temperature parameter, G/sind, is an index of the stiffnessof the virgin binders. The values of the parameter (in Table 3) de-crease from binder C to binder I, following the same pattern astheir effects on rutting performance. The agreement between thebinder G/sind values and their corresponding rutting performanceindicates that the validity of using this parameter to predict ruttingperformance due to the virgin binder stiffness.
The effects of mixing and compacting temperatures on rutdepth were statistically signicant in this study. Their effects arepresented in Fig. 4. The mean rut depth for those mixtures mixedat a high mixing temperature is the lowest; as the mixing temper-ature lowers, rut depths increase. The results are consistent withthe authors expectation. The reason is that less binder age-harden-ing will occur as the mixing temperature lowers; therefore, thebinder becomes less stiff and more susceptible to rutting as com-pared to the traditional HMA mixtures. This might warrant that astiffer binder or an asphaltic material such as a reclaimed asphaltpavement (RAP) can be used to offset the rutting problem whenlower mixing temperature is involved.
The relationship between the temperature change and the rutdepth appears to be nonlinear in Fig. 4. From the medium to lowmixing temperature, the increase in the mean rut depth is greater,as compared to the high to medium production temperature range.This indicates a nonlinear binder aging rate across the loweredtemperature; when the mixing temperature drops, the rate ofaging slows down correspondingly.
The statistical analysis reveals that the warm additive effect onrutting results was signicant. The alternative hypothesis is thatnot all the warm additive treatment means are the same. The gra-phic illustration of the warm additive effect is presented in Fig. 5.As noticed, the mean rut depths of chemical warm additives areat the same level as the control binder (no additive). It is necessaryto conduct multiple comparison analysis to discern which warmadditive treatments are different from the control binder.
Turkeys analysis was conducted, and the results are shown inTable 7. As noticed, the mean values of rut depths of the A and B(wax) modied mixtures are different from the control mixtureand the chemical additive modiedmixtures. While no distinct dif-
ing Materials 31 (2012) 265272ference between the control binder and chemical additive treatedbinders was observed, they were categorized into one statisticalgroup. When wax additives were added into the binder, they stiff-
uildTable 6ANOVA table of the statistical analysis.
Source DF Seq SS Adj SS
Binder sources (BS) 2 8.707 11.843Temperatures (T) 2 40.991 36.106Warm additives (WA) 4 116.148 112.255BS T 4 19.342 18.864BS WA 8 3.205 3.206T WA 8 15.318 15.346BS T WA 16 51.737 51.737Error 47 46.142 46.142Total 91 301.590
Tested at 64C PG 64-22
Tested at 64C PG 64-22
Tested at 58C PG 58-28
W. Zhao et al. / Construction and Bened the binder and the rutting resistance increases accordingly.Chemical additives added at the studied dosages did not softenthe binder; their rutting behaviors are statistically the same asthe virgin binder. Wax additives can increase the binder stiffness,and offset the rutting susceptibility due to a lower production tem-perature associated withWMA technology. However, the stiffeningeffect of wax additives might have negative inuence on mixturesresistance to cracking.
6.2. 2-way interaction
Strong evidence (p-value = 0.91) shows that no interactionoccurred between warm additives and the binder source. This isvery important because the nding regarding the warm additiveeffects is valid across all of the asphalt binders employed in thisstudy, even though the binders came from different source and dif-fer in the properties. This indicates that the warm additive effectsare not binder-specic and can be interpreted to be applicable to awider range of binder sources. The interaction plot is presented inFig. 6.
The statistical analysis shows that there was no sufcient evi-dence (p-value = 7.4%) to claim an interaction effect between warmadditives and mixing temperatures with regard to the rutting re-sults. As noticed in Fig. 7, overall, there is no interaction effect.Since the warm additive effect is the focus of this study, this nointeraction result indicates that the warm additive effects are valid,regardless of the mixing/compaction temperatures employed inthis study. Therefore, the additive effects on rutting performanceare not mixing temperature specic. Moreover, Additive C had arelatively lower variability across the mixing temperatures as com-pared to other warm additives. It can be inferred that the aging ef-fect is not sensitive to mixing temperature and additive C might
Fig. 3. Binder source effects on rutting performance.Adj MS F statistic P value Signicant?
5.922 6.030 0.005 Yes18.053 18.390 0.000 Yes28.064 28.590 0.000 Yes4.716 4.800 0.002 Yes0.401 0.410 0.910 No1.918 1.950 0.074 No3.234 3.290 0.001 Yes
ing Materials 31 (2012) 265272 269have some anti-aging effect. In other words, when mixing temper-ature is elevated for mixtures containing additive C, the oxidationdegree does not increase as much as observed in other warm addi-tive modied mixtures. On the other hand, it appears the mean rutdepths in the mixtures containing additive D scatter to a larger ex-tent compared to the wax additive modied mixtures. This indi-cates that the binder aging might be sensitive to temperaturechange in the presence of additive D. However, the degree of datascattering across the mixing temperatures might be attributed touncontrollable experimental errors. The real reason remainsunknown; whether some chemical additives can accelerate or slowthe aging process requires further investigations.
Fig. 4. Mixing temperature effect on mean rut depth.
(no additive) Control
Fig. 5. Warm additive effect on rutting depth.
uildTable 7Turkeys multiple comparison analysis.
270 W. Zhao et al. / Construction and BStrong statistical evidence shows there was an interaction effectbetween binder source and mixing temperature. The interactionprole is presented in Fig. 8. Binder I is temperature sensitive: anincrease in mixing temperature leads to an increase in rut depths.This can be attributed to the aging characteristic of the binder dueto the change in mixing temperature. In the case of binders C andN, the sensitivity is similar to binder I in the mixing temperaturerange from mid to high. However, the rut depths appeared not tobe sensible to the change in temperature from low to mid. Theinteraction between binder source and mixing temperature on rut-ting performance could be attributed to the possible difference intheir chemical compositions of the binders.
Fig. 6. The interaction plot of the warm additives and binder sources.
High: 150 CMidium: 135CLow:120 C
Fig. 7. The interaction plot between warm additives and mixing temperatures.8.0
C: PG 64-22I: PG 64-22N: PG 58-28
ing Materials 31 (2012) 2652726.3. Statistical model
After investigating the individual effects of the experimentalfactors, it is necessary to put all the factors into one picture andevaluate the collective effects due to any combinations of changesin the values of these factors on the rutting performance. Sincemany factors were proven signicant to the rutting results, a mul-tivariate linear regression model was developed to summarize thedata in this study. Not only can such a model, if built properly,express the test results well, it can also be used to predict the rut-ting performance for the same or similar mixtures. Therefore, itwould be easy for engineers to conduct quantitative sensitivityanalysis due to multi-variable changes.
Through trial and error method, the proposed statistical modeladopts four independent variables: voids in total mix (VTM),G/sind, additive, and temperature. These four variables accountfor the rutting effects of the mixtures density level, virgin binderhigh temperature rheological property, warm additive type, andmixing temperature, respectively. The equation is given as follows:
Rut Depth 16:4 0:627 VTM 0:00226 G= sin d 2:25Additive 0:0630 T 1
where Rut Depth is the dependent variable, in millimeters,VTM = voids in total mix, in percent, G/sind = the virgin binder rhe-ological property tested at the high performance grade temperature,in Pa, Additive = warm additive type, a categorical parameter: 0 forvirgin binder or chemical warm additive type, and 1 for wax warmadditives, T = temperature, in C.
TemperatureHigh:150C Mid:135C Low:120C
Fig. 8. The interaction plot between binder source and mixing temperature.
From Table 8, The R-square value is 67.5%, and it is an indicatorof the models capability to capture the effects due to the factortreatments. It should be noted that no factor interaction terms areused in the model; therefore, the R-square value does not cover
in the combination of Binder I (I 64-22) and low temperature weremuch higher, as compared to other binders in a similar situation.
The rheological properties of the extracted binders shouldreect the combined effects introduced by various factors intothe binder rheology, such as the binder source, binder modicationby the added warm additives, and aging/oxidation degree duringmixing (related to mixing temperature). The factors that changethe binder rheology in turn will be reected in their APA rutting
Table 8The variability reduction due to tted model and factor contribution.
DF (degree offreedom)
SS (sum ofsquares)
Factor weight inthe model (%)
Total 89 358.118Regression 4 241.720VTM 55.305 22.88G/sind 17.789 7.36Additive 116.577 48.23T 52.049 21.53
Residual error 85R-Sq = 67.5%, R-Sq(adj) = 66.0%
W. Zhao et al. / Construction and Buildthe part of variability contributed by factor interaction effects.Secondly, asphalt mixture is a highly heterogeneous material innature; variability due to this characteristic is not accounted forin themodel. Additionally, therewere other unknown or uncontrol-lable factors during the lab sample fabrications that could alsointroduce variability into the APA test results. Given all the factorsmentioned above, the R-square value indicates that the proposedmodel can well summarize the experimental data and the modelcan potentially be used to predict the rut depth of a similar asphaltmixture. Further, the warm additive variable in the model is cate-gorical: virgin binder (no warm additive) or chemical warm addi-tives are assigned with value of zero, and wax additives areassigned a value of one. This categorization is based on the previousdiscussion of no softening effect of chemical additives and the stiff-ening effect of wax additives. It should be noted that categorizingthe warm additives in such a way is very effective in the model;as seen in Table 8, it accounts for 48.23% of the variability reductionof the model.
The standardized residual normality plot is presented in Fig. 9.A normal probability plot tests whether the data is normally dis-tributed. As observed, the standardized residual data fall on orclose to the normality line; this indicates that no additional vari-able needs to be incorporated into the model to account for furthervariability reduction. In addition, the predicted and measured rutdepths are presented in Fig. 10. The regression-tted line coincideswith the equality line.
Finally, when other variables in the model are held constant,lowering themixing temperature (as practiced inWMA technology)
993210-3 -2 -1
Fig. 9. Standardized residual normality plot.alone will increase rut depth. Adding chemical warm additives hasno bearing on a mixtures rutting performance; on the other hand,adding wax additives can reduce rut depths, as predicted by theequation, which will offset to some extent the adverse effect dueto a lowered mixing temperature. From the quantitative relation-ship of the proposed model, when a studied wax additive is added,a reduction of temperature by 35.7 C (2.25/0.063) can be achievedwithout the occurrence of a negative overall effect on rutting.
6.4. Binder rheological results
The G/sind values of the extracted binders tested at the corre-sponding high temperatures and their APA rutting results arepresented in Fig. 11, and the G/sind values for the binders blendedwith the additives are also presented for the purpose of compari-son. All the DSR test results were higher than the threshold valueof 1.0 kPa, regardless of whether the binder was extracted orblended binder. Except for Binder C (C 64-22), the G/sind valuesfor extracted binders were higher than the blended binders,reecting that aging occurred during the mixing processes. The in-creases in aging for the additives 0 (control) and A modied binder
0 2 4 6 8 10
Predicted Rut Depth (mm)
(mm) R-Square = 67.5%
Y= 0.0266+0.999*XRegression fit:
Fig. 10. Measured vs. predicted rut depths.
ing Materials 31 (2012) 265272 271test results. However, the correlation between the rutting resultsand the binder G/sind (both extracted and blended) is very poor.For instance, in the case of low temperature, the G/sind valuesfor Binder I (I 64-22) with additives B, D and 0 (control) are at acomparable level, but their rut depths are noticeably different fromeach other. The Pearson correlation analysis conducted betweenthe binder G/sind values and rutting depths shows a correlationcoefcient of 0.36 and 0.49 for extracted binder and blendedbinder, respectively. This can be interpreted that using the hightemperature rheological parameter (G/sind) conducted on eitherthe extracted or blendedWMA binders would not give a good indi-cation to their mixture rutting performance. The reason might bethat the presence of a warm additive in the binder complicatesthe rheological properties of the binder as a whole, therefore, mak-ing the parameter ineffective in reecting the rutting resistance ofthe corresponding warm mix mixtures.
272 W. Zhao et al. / Construction and Building Materials 31 (2012) 2652727. Findings and conclusions
The objective of this study is to investigate the rutting charac-teristics of asphalt mixtures with various warm additives. A well-designed experiment was carried out in a lab environment; theAPA tests and DSR binder test were involved in the study. Statisti-cal analysis was conducted; the following ndings and conclusionscan be reached.
Mixing and compacting temperature is a signicant factor in themixtures rutting performance; lowering mixing temperature asassociated with WMA technology increases the rut depth, dueto less aging occurs to the binder during mixing.
Statistical regression analysis shows that categorizing the warmadditives into the wax and chemical types could account for themost (48%) of the models variability reduction in the APA testresults, showing the distinct rutting performance between themixtures modied by these two additive types.
The rutting characteristic of chemical additive modiedmixtureat the dosage in this study is statistically similar to the control(no additive) mixtures. The chemical additives do not soften thebinder, nor do they stiffen the binder.
B C D 0
Fig. 11. High temper The addition of wax warm additive can stiffen the binder andincrease the mixture rutting resistance. This characteristic canoffset the adverse effect of the lowered mixing temperatureon rutting to some extent. From the proposed linear regressionmodel, a reduction of 35 C in the mixing temperature can beachieved without an occurrence of negative rutting effects.
No sufcient statistical evidence shows that there is interactioneffect between the warm additives and the employed mixingtemperature or binder source/grade. This indicates that thendings regarding the warm additives are applicable to widerscenarios, regardless of the mixing temperature and asphaltbinder difference.
The binder source effect on the rutting performance is congru-ous with the virgin binder G/sind values at the correspondinghigh grade temperatures. The high temperature rheology test conducted on the extractedbinder showed weak correlation between the mixture ruttingresults and the rheological properties of WMA binders.
Financial support was made possible through a grant fromSouth Carolinas Department of Health and Environment Control(DHEC) and the Asphalt Rubber Technology Service (ARTS) ofClemson University; their support and help is appreciated greatlyby the authors.
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A A A A A
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C 64-22N 58-22
ended Binder Rut Depth
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Characterization of rutting performance of warm additive modified asphalt mixtures1 Introduction2 Experimental plan2.1 Warm additive2.2 Mixing temperature2.3 Binder source
3 Materials3.1 Warm additives3.2 Asphalt binders3.3 Aggregate
4 Gradation, mix design and specimen fabrication5 Test method5.1 The APA test5.2 Binder extraction5.3 Binder rheology test
6 Results and discussions6.1 Main factor effects6.2 2-way interaction6.3 Statistical model6.4 Binder rheological results
7 Findings and conclusionsAcknowledgementsReferences