Construction and Building Materials xxx (2014) xxx–xxx

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Construction and Building Materials

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The use of CRM-modified asphalt mixtures in Korea: Evaluation of highand ambient temperature performance

http://dx.doi.org/10.1016/j.conbuildmat.2014.02.0740950-0618/� 2014 Elsevier Ltd. All rights reserved.

⇑ Corresponding author. Tel.: +82 33 250 6467; fax: +82 33 242 2095.E-mail address: asphaltech@hanmail.net (K.W. Kim).

Please cite this article in press as: Kim S et al. The use of CRM-modified asphalt mixtures in Korea: Evaluation of high and ambient temperaturemance. Constr Build Mater (2014), http://dx.doi.org/10.1016/j.conbuildmat.2014.02.074

Sungun Kim, Sung-Jin Lee, Yeo-Bin Yun, Kwang W. Kim ⇑Department of Regional Infrastructures Engineering, Kangwon National University, Chuncheon 200-701, Republic of Korea

h i g h l i g h t s

� CRM-modified asphalt mixes were prepared by dry and wet process using CRM contents of 8%, 10% and 12%.� The fatigue life was improved most significantly by CRM modification, compared with SD and ITS.� The moisture resistance of CRM mix was found to be very poor after freezing and thawing treatment.� The hydrated lime (HL) was highly effective in improving the concerned performance of CRM mixes.

a r t i c l e i n f o

Article history:Received 16 September 2013Received in revised form 25 February 2014Accepted 26 February 2014Available online xxxx

Keywords:Asphalt mixtureCRMDeformation resistanceSD

FatigueHydrated limeStrippingTensile strength ratioFreezing and thawing

a b s t r a c t

The asphalt mixtures modified with crumb rubber modifier (CRM) were evaluated to estimate the defor-mation resistance at a high service temperature, fatigue resistance and tensile strength at ambient tem-peratures. As a mean to address the early-life failures of the mixtures observed from a number ofpavements in Korea, the study also investigated the moisture susceptibility after freezing-and-thawing(F/T) treatment by indirect tensile strength (ITS) test. A series of CRM-modified asphalt mixtures (CRMmixtures) were prepared by dry process as well as wet process using the CRM contents of 8%, 10% and12% by weight of total binder, respectively. The test results showed that fatigue resistances of CRMmixtures were significantly improved, compared with the normal mixture (control) without CRM, butthe moisture resistance after F/T treatment was found to be very poor. The poor performance of theCRM mixtures in terms of moisture sensitivity appears to explain the early-life failures experienced inKorea. The study then examined the effectiveness of hydrated lime (HL) in improving the concerned per-formance since the HL is a well-known moisture resistance additive for conventional asphalt mixtures.The test results showed that CRM-mixtures containing the HL had marked improvement in moisturesensitivity.

� 2014 Elsevier Ltd. All rights reserved.

1. Introduction

The ground waste tire rubber, or crumb rubber modifier (CRM),is widely used as an asphalt modifying material in asphaltpavement in the world [1–5,11,24]. In Korea, CRMs have beenincreasingly used as an asphalt modifier in paving industry[6–8,12,20]. However, because of poor adsorption of asphalt bind-ers to granite-base aggregates which are relatively abundant inKorea, a significant portion of the CRM-modified asphalt mixtures(CRM mixtures) placed in pavements in Korea were disintegratedin earlier age after experiencing a freezing winter. In the followingspring season, significant stripping in the mixture and raveling inthe surfacing layers were often noted. The reason was thought to

be due to the distress caused by freezing and thawing of waterinfiltrated through cracks on the pavement surface. Followingthawing in spring time and rainy spells during the summer, manypotholes were observed at the sites where cracks were visible fromthe surface. Those distresses are thought to be due to the strippingof mixtures in ambient or relatively low temperatures [7,8].

It is interesting to note that those problematic CRM mixtureswere typically found to be satisfactory when performance againstrutting at high service temperature was assessed. This suggeststhat the uncertainty in cracking-related performances of CRM mix-ture at ambient/low temperatures would be the main risk of usingthe material. Therefore, ongoing efforts should be made to estab-lish mitigation/ prevention practices so that the risk can effectivelybe accounted for.

This study supplements previous studies that investigatedcracking-related property at ambient-temperature and rut-related

perfor-

Fig. 1. CRM powder passing #30 mesh.

Table 1Physical properties of materials.

Property Specification 13 mmagg.

Fine agg.(screenings)

Filler

Apparent specific gravity >2.45 2.686 2.696 2.75Absorption (%) <3.0% 1.143 1.297Abrasion (%) <35% 22.44

2 S. Kim et al. / Construction and Building Materials xxx (2014) xxx–xxx

property at high-temperature [5,7,12,13]. Several treating agentswere used for improving properties of the CRM mixtures [1,6].From those studies, it was observed that the hydrated lime (HL)would be the best choice as an anti-stripping additive for normalasphalt concrete. However, few studies dealing with CRM mixtureswere conducted in depth in Korea where humid-and-hot summerand freezing winter are expected. Therefore, the HL was used asan anti-stripping additive for CRM mixture in this study. The objec-tive of this study was to evaluate the fatigue resistance as a crack-ing-related property at ambient-temperature and the deformationstrength (SD) as a rut-related property at high-temperature[9,15,18] with particular emphasis given to moisture susceptibilityof CRM mixtures.

2. Materials and methods

A source of a PG 64-22 asphalt binder (AP5), which is most widely used in SouthKorea was used as a base binder in this study. A size of minus 30 mesh of CRM,produced by the mechanical shredding in ambient temperature, was prepared forthis study as shown in Fig. 1. The CRM contents were 8%, 10% and 12% by weightof total binder. Granite coarse and fine aggregates were used for 13 mm dense-graded surface course, as shown in Fig. 2. Limestone powder was used as mineralfiller. As an anti-stripping additive, the hydrated lime (HL) was used. Table 1 showsphysical properties of aggregate and filler materials together with the specificationlimits given by the Ministry of Land, Infrastructure and Transport, South Korea.

Fig. 2. Gradation of combined aggregates.

Please cite this article in press as: Kim S et al. The use of CRM-modified asphamance. Constr Build Mater (2014), http://dx.doi.org/10.1016/j.conbuildmat.201

2.1. Preparation of sample

For wet process, the rubber-modified binder was prepared by slowly adding theCRM into the binder while mixing at 5000 rpm with a homogenizer at 180 �C for30 min. The reaction time of 30 min were selected based on previous study results[3,5,13]. For dry process, the CRM was directly added into asphalt mixture while theheated binder and aggregates were blended in the mixer.

The optimum binder content (OBC) was determined based on 4% air void foreach CRM mixture by mix design using 100 mm diameter specimens compactedusing a Superpave gyratory compactor (SGC). The 75 and 100 gyrations were ap-plied for compaction of the normal mixtures and CRM modified mixtures, respec-tively. The specimens for moisture susceptibility test were compacted only up to20 gyrations so that a higher air voids of 7% could be achieved as required by thetest method. Since the HL is fine powder (more than 90% passing #200 sieve), the1/2 of mineral filler was replaced with HL. HL was only added to the specimens pre-pared for the moisture susceptibility testing.

2.2. Tensile strength ratio

The moisture susceptibility was evaluated by the indirect tensile strength (ITS)test before and after F/T treatment. The vacuum-saturated specimen to the degreeof 70–80% was covered with a plastic film and each wrapped specimen was sealedin a plastic bag containing 10 g of water. The plastic bag containing each specimenwas placed in a freezer at a temperature of�18 �C for 16 h. The frozen specimen bagwas submerged in a water container at 60 �C, and the plastic bag and wrap were re-moved from the specimen as soon as it was submerged into the water. After 24 h inthe 60 �C water bath, the specimen was removed and placed in a water bath at 25 �Cfor 2 h according to the guideline of ASHTO T283-07 [27]. The specimen was re-moved from the water bath, and ITS was measured by applying 50 mm/min staticloading through the steel loading strips at 25 �C.

The retained tensile strength ratio (TSR) was calculated from the test results be-fore and after conditioning by the equation below.

TSR ð%Þ ¼ ITSw

ITSD� 100 ð1Þ

where ITSW is ITS after F/T treatment and ITSD is ITS without F/T treatment.

2.3. Deformation strength

The deformation strength (SD] is a measure of resistance against deformationinduced by a static-mode loading applied on top of a briquette specimen of asphaltmixture at a high temperature [15]. The test procedure, designated as ‘‘Kim Test,’’uses the specimen (100 or 150 mm diameter) heated in 60 �C water for 30 min be-fore placing in the specimen holder, as shown in Fig. 3(a). A static loading at thespeed of 30 mm/min is applied through the loading head, a steel rod, with a40 mm diameter and 10 mm radius of round cut at the bottom edge. Since the SD

was found to have a good correlation with rut characteristics of dense gradeHMA mixtures when correlate to the conventional wheel tracking test[9,15,17,18,22], it was adopted as a standard criterion in Korean mix-design guide[26]. The peak load, Pmax, and vertical deformation, v, at Pmax, were read from thecurve (Fig. 3(b)) and used for SD calculation using Eq. (2).

SD ¼0:32Pmax

ð10þffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffi

20v � v2p

Þ2ð2Þ

where SD = deformation strength (MPa), Pmax = peak load (N), v = vertical deforma-tion (mm) at the Pmax.

The Korean specification limits for SD for 100 mm and 150 mm diameterspecimens are SD P 3.20 MPa and 3.60 MPa for the secondary-class road asphaltpavement, and SD P 4.25 MPa and 4.75 MPa for the arterial road pavement, respec-tively [26]. The SD testing was conducted in triplicate. More details of the Kim Testprocedures are given elsewhere [9,15,18,23].

2.4. Fatigue resistance

The failure of a specimen due to fatigue loading consisted of 3 stages; 1st or pri-mary stage due to condensation, 2nd stage for steady increase of deformation dueto repeated load cycles and 3rd stage reaching failure. The fatigue life or the number

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(a) (b)

Fig. 3. (a) Kim Test setting for SD and (b) P-v curve acquired from a Kim Test.

Fig. 4. Schematics of a fatigue test curve.

Fig. 5. Load-time pulse for fatigue test.

Fig. 6. Schematics setup for fatigue test.

Fig. 7. Environment chamber installed in an Instron loading frame.

S. Kim et al. / Construction and Building Materials xxx (2014) xxx–xxx 3

of cycle to failure (Nf) was determined at the inflection point at the end of the 2ndstage and beginning of the 3rd stage, as shown in Fig. 4.

The briquette specimen (100 mm diameter) was used for ITS mode fatigue test.The specimen was conditioned at a 20 �C chamber for 72 h before test. The 20%stress level of the static ITS was applied on each specimen for fatigue test. The peakof repeated load (force) was 2 kN, which induced 20% of stress level for the samediameter specimen of a relatively high quality asphalt concrete showing approxi-mately 1.0 MPa of static ITS. The 10% of the peak load was used for a minimum load.The speed of load cycle in a harversine wave form was 1 Hz (0.1 s loading and 0.9 srest period), making 1 cycle per second of dynamic loading, as shown in Fig. 5.

The horizontal expansion and vertical deformation of a specimen were mea-sured by an extensometer and load cell position, respectively, as shown in Fig. 6.The max range of clip- on extensometer used in this study was 50 mm. The testwas conducted in an environmental chamber, as shown in Fig. 7. More detailedprocedures are given elsewhere [14,16,19,21]

Please cite this article in press as: Kim S et al. The use of CRM-modified asphamance. Constr Build Mater (2014), http://dx.doi.org/10.1016/j.conbuildmat.201

3. Results and discussion

The PG of the base binder (control) was 64–22, and the wet-processed CRM-modified binder observed to be 76–22 in all threeCRM contents as shown in Table 2. The 76–22 performance gradewas achieved using CRM from the content of 8%, a little lower levelof CRM content used in previous studies [3,5,13]. The mix-designresults of 7 mixtures including control showed that the CRMmixture required higher optimum binder content (OBC) thancontrol mix. But there was not much difference in OBC between

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Table 2PG and mix-design results.

Property Spec. Control (AP5) CRM content (%)

Dry process Wet process

8 10 12 8 10 12

PG (�C) – 64–22 – – – 76–22 76–22 76–22OBC (%) – 4.9 5.3 5.4 5.6 5.3 5.5 5.7Air void (%) 3–5 4.1 4.3 3.9 4.7 3.8 3.9 4.3VFA (%) 65–80 73.6 73.8 77.2 76.1 76.5 76.9 75.3Stability (kN) >7.5 12.4 15.1 16.9 18.0 17.1 17.6 18.1Flow (0.1 mm) 20–40 28.0 32.0 38.0 39.0 34.0 36.0 35.0

Table 3SD, ITS and fatigue (Nf) test results.

Property Control (AP5) CRM content (%)

Dry process Wet process

8 10 12 8 10 12

SD Value (MPa) 3.51 3.91 4.21 4.43 4.48 4.62 4.7Ratioa 1.00 1.11 1.20 1.26 1.28 1.32 1.34

ITS Value (MPa) 0.96 1.10 1.06 0.97 1.17 1.13 1.13Ratioa 1.00 1.15 1.10 1.01 1.22 1.18 1.18

Nf Value (cycle) 2630 3965 5381 4610 4325 4522 5218Ratioa 1.00 1.51 2.05 1.75 1.64 1.72 1.98

a Increasing ratio based on control value.

Table 4Comparison of fatigue resistance (Nf) results.

CRM content (%) Nf (cycle) Increase ratio Note

Dry mix Wet mix Mean

0 – – r 2630 1.00 control8 3965 4325 s 4145 s/r = 1.5810 5381 4522 t 4951 t/r = 1.8812 4610 5218 u 4914 u/r = 1.87Total 13,956 14,065 – –

4 S. Kim et al. / Construction and Building Materials xxx (2014) xxx–xxx

dry and wet-processed mixtures. The CRM mixtures showed higherincrease in Marshall Stability and flow values than control mix.

Table 3 shows the measured values of SD, ITS and fatigue life (Nf)of CRM mixtures in comparison with those of control. The CRMmixtures showed the most significant increase in fatigue life andleast increase in indirect tensile strength (ITS). The high-temperature

Table 5Tensile strength ratio (TSR) of CRM mixtures with and without HL.

Anti-stripping additive Method CRM content (%) Air void (%) ITS

No additive – 0 6.87 0.9Dry 8 7.27 1.1

10 7.57 1.012 7.06 0.9

Wet 8 6.96 1.110 7.40 1.112 6.93 1.1

Mean– 1.0

Hydrated lime (HL) – 0 6.77 0.9Dry 8 7.36 1.1

10 7.39 1.112 7.54 1.0

Wet 8 7.70 1.010 7.79 1.012 7.65 1.0

Mean – 1.0

Please cite this article in press as: Kim S et al. The use of CRM-modified asphamance. Constr Build Mater (2014), http://dx.doi.org/10.1016/j.conbuildmat.201

property (SD) showed relatively moderate increase among the threeproperties. The wet processed CRM mixtures were stronger thandry mixtures in SD and also in ITS, indicating that the wet processcould be a better manufacturing method of CRM mixtures. As forthe fatigue resistance of the two CRM mixture groups, not muchdifference was observed in Nf values.

Since the fatigue test showed the most significant improvementover the control mixture among the three properties due to CRMmodification, Nf data were further analyzed. As sown in Total inTable 4, almost no Nf difference was observed between dry andwet groups, as mentioned previously. The CRM contents of the10% and 12% showed almost no difference in fatigue life increaseratio, but the 8% showed somewhat lower ratio. In addition, thePG of CRM 10% was measured to be 76–22, the SD and ITS ofCRM 10% were almost the same with 12% of CRM. Therefore, 10%of CRM appears to be an appropriate content in terms of fatigueresistance and other two property improvements.

D (MPa) r ITSW (MPa) s TSR (%) (s/r � 100) Group mean (%)

6 0.63 66.6 66.600 0.48 43.66 0.37 34.97 0.35 36.1 38.207 0.54 46.23 0.54 47.83 0.52 46.0 46.677 0.49 42.43

4 0.85 90.4 90.400 0.93 84.50 0.91 82.70 0.86 86.0 84.403 0.87 84.50 0.90 90.0 85.033 0.83 80.63 0.88 84.72

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S. Kim et al. / Construction and Building Materials xxx (2014) xxx–xxx 5

Since it is a well-known fact that the CRM mixtures show signif-icant distresses following freezing winter season or the hot-and-humid summer rainy spell in Korea, the TSR were evaluated afterF/T treatment. Table 5 showed that the TSR values of CRM mixtureswithout hydrated lime (HL) were lower than 50% on average withDry-processed mixes being below 40%. This level of TSR impliesthat the CRM mixtures were severely damaged due to the F/Ttreatment.

The use of HL resulted in a marked improvement in TSR (frombelow 40% to about 85%) with almost no difference between dryand wet mixtures used in this study. Since the ITSD values showedalmost no difference between the mixtures with and without HLadditive, the HL appears to be effective on improving F/T resistancewhile retaining the performance of unconditioned mixtures. Thissupplement the findings of previous studies conducted in manycountries [6,10,24,25]. Since the fatigue life and SD data presentedin this study were the results of the mixtures without the F/T treat-ment and without using HL, it would be worthwhile to examinethese two properties with and without HL, combined with the F/T treatment in the future study.

4. Conclusions

1. When compared to the performance of normal mixtures,the CRM mixture showed the most significant improve-ment in fatigue life at 20 �C, moderate improvement indeformation strength (SD) at 60 �C, and least improvementin indirect tensile strength (ITS) at 25 �C.

2. The 10% of CRM was observed to be an appropriate contentwhen improvements in fatigue resistance and other twoproperties are considered overall. Almost no difference infatigue resistance was observed between the dry and wetprocessed CRM mixtures.

3. However, the wet processed CRM mixtures were strongerthan dry mixtures in SD and ITS, indicating that the wetprocess could be a better manufacturing method than thedry process in terms of resistance against deformation athigh temperature and tensile strength at ambienttemperature.

4. Since the tensile strength ratio (TSR) of CRM mixtures with-out hydrated lime (HL) were lower than 50% on average,the CRM mixtures were considered severely damaged dur-ing the F/T treatment. Since the use of HL resulted in muchincreased TSR values (approximately 85%), the HL was con-sidered very effective in improving moisture resistance ofCRM mixtures.

5. Considering weather in Korea, assessing materials usingthe F/T method appears to be a sensible approach. Markedimprovement in TSR value from the HL CRM mixes suggeststhat the use of HL could be a solution to the early-life lossproblems observed in Korea and should be subjected to fur-ther study to assess the feasibility of full implementation.

Acknowledgement

This study was supported by Kangwon National University(KNU) using the facilities of the Institute of Advanced ConstructionMaterials at KNU in Republic of Korea.

Please cite this article in press as: Kim S et al. The use of CRM-modified asphamance. Constr Build Mater (2014), http://dx.doi.org/10.1016/j.conbuildmat.201

References

[1] Amirkhanian SN. A feasibility study of the use of waste tires in asphaltconcrete mixtures. Report No. FHWA-SC-92-04, Washington, DC: FederalHighway Administration; 1992.

[2] Amirkhanian SN, Arnold LC. A laboratory and field investigation of rubberizedasphalt concrete mixture (Pelham road). Report No. FHWA-SC-93- 02,Washington, DC: Federal Highway Administration; 1993.

[3] Amirkhanian SN, Kim KW. Rutting index prediction of rubber- modified binderusing HP-GPC. In: Kim, editor, Proceedings of 5th ICPT, Seoul, Korea, 2005. p.392–98.

[4] Arizona Department of Transportation. The history, development, andperformance of asphalt rubber at ADOT. AZ-SP-8902, December, 1989.

[5] Baek SH, Kim HH, Doh YS, Kim KW. Estimation of high-temperature propertiesof rubberized asphalt using chromatograph. KSCE J Civil Eng 2009;13(3):161–7.

[6] Doh YS, Kim HH, Kim KW. Estimation of properties of CRM-modified asphaltmixtures by addition of hydrated lime. J Adv Mineral Aggr Compos2008;13(1):9–17.

[7] Doh YS, Park TW, Kim HH, Kim KW. Evaluation of stripping and ruttingproperties of CMR modified asphalt mixtures. J Korean Soc Road Eng2007;9(4):149–58.

[8] Doh YS, Park TW, Kim HH, Kim KW. Estimation of freezing and thawingresistance of CRM modified asphalt mixtures by addition ratio of slaked lime. JAdv Mineral Aggr Compos 2007;12(2):13–20.

[9] Doh YS, Yun KK, Amirkhanian SN, Kim KW. Framework for developing staticstrength test for measuring deformation resistance of asphalt concretemixtures. Constr Build Mater 2007;21(12):2047–58.

[10] European Lime Association, Hydrated lime: a proven additive for durableasphalt pavements – critical literature review. Report to the European LimeAssociation/Asphalt Task Force, September 2010.

[11] Heitzman MA. States of the practice-design and construction of asphalt pavingmaterials with crumb rubber modifier. Pub No FHWA-SA-92-022, FHWA, USDept of, Transportation, 1992. [1995 May].

[12] Kim HH, Kim JC, Ra IH, Doh YS, Kim KW, Stripping resistance improvement ofCRM modified asphalt mixtures. In: Proceedings, Spring Conference of KoreanSociety for Road Engineers, March 2008. p. 97–102.

[13] Kim KW, Amerkhanian SN. Analysis of rheology of rubberized binder usingGPC. In: Proceedings, 5th Symposium of Binder Rheology and PavementPerformance, Baltimore, MD, USA, 2004.

[14] Kim KW, Amirkhanian SN, Doh YS, Jung JH. Reducing stiffness of oxidizedbinder in recycled asphalt mixture by stage mixing. J AAPT 2007;78.

[15] Kim KW, Amirkhanian SN, Kim HH, Lee MS, Doh YS. A new static strength testfor characterization of rutting of dense-graded asphalt mixtures. J Test EvalASTM 2011;39(1):59–66.

[16] Kim KW, Cho HW, Doh YS. Evaluation of rut and fatigue resistance of selectedpolymer-modified asphalt concrete. J Korean Soc Civil Eng 1998;18(III-5):635–44.

[17] Kim KW, Doh YS, Jo MJ. Correlation analysis of binder stiffness withdeformation strength and dynamic creep property of asphalt mixtures forevaluation of Kim Test applicability. J Korean Soc Road Eng 2005;7(4):91–100.

[18] Kim KW, Doh YS, Amirkhanian SN. Feasibility of deformation strength forestimation of rut resistance of asphalt concrete. Road Mater Pavement DesDec. 2004;5(3):303–22.

[19] Kim KW, Jeong KD, Lee SJ, Jeong IK, Lee JY. Fatigue resistance of recycledasphalt concrete using cold-planned recycled asphalt pavement. In: 98Symposium for Advanced Technologies in Asphalt Pavements, ATAP 1998,Seoul, Korea, August 1998. p. 113–43.

[20] Kim KW, Kwon SZ, Lee JY, Lee SJ. Characteristics of polymer- modified dry-mixCRM asphalt concretes. J Korean Soc Civil Eng 2000;20(1D):57–65.

[21] Kim KW, Lee SJ, Li SF, Lee JY. Fatigue resistance characteristics of modified-and-recycled asphalt mixtures. J Korean Soc Civil Eng 2000;20(2D):149–57.

[22] Kim S, Park J, Kim KW. Correlation analyses for implementation of binderproperties for rut- potential estimation of asphalt mixtures. J Test Eval, ASTM2011;39(5):858–67.

[23] La IH, Kim JC, Doh YS, Kim KW. Statistical inference for process mean ofdeformation strength of asphalt mixtures. J Korean Soc Road Eng 2009;11(1):127–34.

[24] Othman AM. Evaluation of hydrated lime effect on the performance of rubber-modified HMA mixtures. J Elastomers Plast 2011;43(3). 221 SAGE-May.

[25] Punith VS, Xiao F, Amirkhanian SN. Effects of lime content on moisturesusceptibility of rubberized stone matrix asphalt mixtures using warm mixadditives in terms of statistical analysis. J Mater Civil Eng, ASCE 2012;24(11):1431–40.

[26] Standard guide for production and construction of asphalt mixtures, KoreaMinistry of Land, Infrastructure and Transport, Republic of Korea, 2009.

[27] Standard method of test for resistance of compacted asphalt mixtures tomoisture-induced damage, American Association of State and HighwayTransportation Officials, AASHTO T, 2011. p. 283–07. [2007].

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