Rutting Prediction of Asphalt Mixtures from Asphalt Cement

Transportation Research Institute
Iran University of Science and Technology
Ministry of Science, Research and Technology
Transportation Research Journal 1 (2012) 25-36
Rutting Prediction of Asphalt Mixtures from Asphalt Cement
Imran Hafeez a , Mumtaz Ahmad Kamal b , Mohammad Reza Ahadi c*
a. Assistant Professor, Department of Civil Engineering, University of Eng. & Tech. Taxila, Pakistan.
b. Professor, Department of Civil Engineering, University of Eng. & Tech. Taxila, Pakistan.
c. Assistant Professor, Transportation Research Institute, Iran university of Science and Technology, Tehran, Iran.
Received: 6 June 2011 – Accepted: 16 October 2011
ABSTRACT
Asphalt cement is a visco-elastic material used for cementing materials in preparation of hot mix asphalt. Its
performance in the field mainly depends on the size and proportions of aggregates of hot mix asphalt being used. The
main objective of this study was to characterize asphalt cement and to investigate the influence of asphalt cement on
the rutting of asphalt mixture. Two bituminous binders (PG76-22 and PG 58-16) and two aggregate gradations
(coarse and fine) were selected to study their effect on the mixtures rutting behavior. A wheel tracking test and a
dynamic modulus test were selected to determine the rutting potential of asphalt mixtures at different temperature
levels. The study revealed that high performance grade bitumen with fine aggregate gradation may offer more
resistance to rutting than low grade bitumen with coarse aggregate gradation. The master curve technique can be used
to predict asphalt mixtures’ rutting performance from asphalt binders. Complex shear modulus of asphalt binder and
mixtures can fairly be correlated with each other.
Keywords: Hot Mix Asphalt, Performance Testing, Dynamic Modulus, Wheel Tracker Machine, Master Curves
1- Introduction
Bitumen commonly known as asphalt cement
(AC) is a viscoelastic material used for binding
materials in road pavements (Soleimani, 2009). Its
deformation and flow measurement in the
laboratory, when subjected to stress, explains the
elastic and viscous behavior. Complex modulus (G*)
and phase angle (δ) are considered to be the
principal rheological parameters, normally measured
from a device known as a Dynamic Shear
Rheometer (DSR) (Huang, Shin-Che et.al 2007).A
number of studies had been conducted to investigate
asphalt binder rheology (Tarefder Zaman 2003 &
Kanitpong, Bahia, 2005).
TRANSPORTATION
RESEARCH
JOURNAL
www.trijournal.ir
Asphalt concrete is a generally a mixture of
bitumen and aggregates used for the construction of
road pavements. An accumulation of small strain
values under repeated cycles of loading is commonly
known as rutting (Faheem and Bahia, 2004).
Performance of asphalt mixtures in terms of linear
viscoelastic behavior can be predicted using stressstrain
behavior which can be defined by a dynamic
or complex shear modulus test or wheel tracker
machine (Loulizi, Flintsch, Al-Qadi and Mokarem,
2006). Dynamic modulus (E*) is the ratio of the
absolute value of the peak to peak shear stress by the
absolute value of the peak to peak shear strain under
Corresponding Author, Tel: +989121713297 Transportation Research Journal, Vol. 2, No. 1, 2012/ 25
E-mail address: ahadi@rahiran.ir

sinusoidal loading conditions (Anderson and
Christensen, 1992). The master curve enables
fundamental characterization of asphalt concrete in
which the time and temperature dependencies can be
fully described. Various functional forms like the
sigmoidal fitting function can be used to
mathematically model the response of asphalt mixes
(Pellinen and Witczak, 2002).
(Colbert and Zhanping 2012) characterized the
rheological properties of asphalt binders extracted
from a recycled asphalt pavement (RAP) mixture
and observed significant differences in dynamic
shear moduli master curve performance for high
percentage RAP binder blends versus virgin binders
at the three aging states (Colbert and
Zhanping,2012.). Nur et al. (2011). Reports based on
existing literature stated that the use of reliable
models can in general be considered as a valuable
alternative tool for estimating the Linear
viscoelastic rheological properties of bitumen.
(NurIzzi, et al. (2011) recommended the significance
of creep compliance on G*/sinδ in predicting the
rutting behavior of asphalt mixtures. (Wasage et al,
2011) Kumar et al (2011) studied the effect of
styrene butadiene styrene (SBS) polymer and crumb
rubber modified asphalt binders on asphalt mixtures’
dynamic mechanical behavior using dynamic
modulus, dynamic and static creep tests at varying
temperatures and frequency levels. It was revealed
that the mechanical response of the SBS polymer
modified asphalt binders were significantly
correlated with the rutting resistance of asphalt
concrete mixes (Kumar et al, 2011).
The relationship between the dynamic modulus
in compression |E*| of the asphalt mixer to the G*,
and the complex shear modulus of the binder
developed through engineering mechanics were
generated by equation 1 (Charles et al, 2003);
E 21µG (1)
The effectiveness of binder’s stiffness can be
used to predict the mixture’s stiffness and can be
studied using a different mode of testing. Interaction
of low and high performance grade bitumen with
coarser and finer aggregate gradation in rut
prediction would be an interesting phase. The wheel
26/ Transportation Research Journal, Vol. 2, No. 1, 2012
Hafeez et al. / Rutting Production of Asphalt …
tracking machine and dynamic modulus testing can
be used to compare with the results of frequency
sweep testing on asphalt binders.
2- Objectives
To characterize the asphalt mixtures using a high
and a low grade asphalt binder and a coarse and a
fine aggregate gradations.
To find out the possible correlation between
asphalt binders and asphalt mixtures using the
master curve techniques.
To develop any possible relationship between
wheel tracker rutting with binder rut factor
3- Experimental program
The experimental program comprises of testing
individual binders and aggregates followed by their
combined mixture’s testing on two different testing
protocols.
3-1-Binders
PG76-22 and PG58-16 were collected from
single source. These binders were used on highways
and motorways which have been carrying
approximately 75% of the total road freight in
Pakistan. Rolling Thin Film Aging Oven aged
specimens were used in binder testing (AASHTO T
240). Sinusoidal, oscillatory stress over a range of
temperatures and loading frequencies were applied
to a 25 mm diameter and 2mm thin disc of asphalt
binder using Dynamic Shear Rheometer (AASHTO
T 240, 2004). Dynamic Shear Rheometer was
applied to determine the phase angle and Complex
Shear Modulus at different temperatures and
frequency ranges (AASHTO, 1995).
Master curves were constructed and accordingly,
shift factor and sigmoidal function were computed to
check the accuracy of the data.
3-2- Asphalt mixes
Four asphalt mixtures were prepared using two
binders and two aggregate gradations namely Class-
A (Coarser) and Class-B (Finer) using the National
Highway Authority from Pakistan. The
specifications are shown in Figure 1 (National
Highway Authority, 1998).

% Passing
100
80
60
40
20
0
0
0.075
Fineer
Gradation
3-2-1- Dynnamic
moddulus
testingg
Mixturess
were testeed
on repeatted
load uniiaxial
loading testing
machhine
commoonly
knownn
as
dynamic mmodulus
testing
(Assocciation
of State
Highway aand
Transpportation
OOfficials
(TPP-62)
2004).
A sinussoidal
commpressive
strress
wave was
applied to ttest
specimeens
at loadinng
frequenciees
of
25, 10, 5, 1,
0.5, and 0. 1 Hz in a temmperature
coontrol
chamber (Figure
2). Thhese
frequenccies
were buuilt
in
by default iin
the softwaare
set up. TThe
main purrpose
for choosinng
controlleed
stress waas
to get lower
numbers off
cycles to failure at kknown
stresss
as
compared too
controlled strain test.
Asphaltiic
specimenss
which are1180mm
in height
and 150 mmm
in diammeter
were prepared oon
a
superpave ggyratory
commpactor
at aaverage
air vvoids
of 7±0.2%. These speccimens
were then cored to a
150mm height
by 100mmm
diameter with averagge
air
voids of 3.5%.
Three stress leveels
at a uniiform
interval withhin
the rangees
specified in AASHTOO
TP-
62, at each temperaturee
were seleccted
and repoorted
in Table 1.
Hafeez et al. / Rutting Produ uction of Asphallt
…
0.6 2.36 44.75
9.5
Sieve Size e, mm
12.5 19.0
CCoarser
Gradatioon
25.4 37.55
Figure
1. Aggrregate
Grada ations for Aspphalt
Mixturees
Two parammeters,
dynaamic
modulu us E* and phhase
angle a φ, weree
obtained frrom
dynamic c modulus teests.
The T rutting ffactor,
a parrameter
to measure m ruttting
characteristic
c cs of E*/sinφφ
for mixes, , at a particuular
frequency f and
temperaturre
was also computed. c
3-2-2- 3 Wheel
Tracker Test
Slab speciimens
of a 400.3cm
x 40.3 3cmx7.5cm ssize
were w prepared
on a rollerr
compactor and tested oon
a
Wheel W Trackker
(WT) at a 720 Newt ton wheel looad.
The T lift thickknesses
of slaab
specimen ns were takenn
as
7.5cm 7 and 5.0
cm to covver
the Nom minal maximmum
size s of 19mmm
and 12.5mmm
as per EN 1269-22, 20003.
Specimens S wwere
compaccted
to targ get density aand
were w tested uunder
the WWheel
Tracker
in replicaates
of o three at each temperature e level. TThe
moving m tablee
of the WT mmachine
as shown s in Figgure
3 reciprocates
at a frequenncy
of 53 pa asses per minnute
and a the formmation
of rut was measur red using linnear
variable v ddifferential
transducer rs (European
Standard, S 20002).
Transporrtation
Researcch
Journal, Vol.
2, No. 1, 20122
/27

Description
Hafeez et al. / Rutting Production of Asphalt …
Table 1. Stress levels at each temperature in Dynamic Modulus Test
Temperatures ( o C)
25 40 55
Stress Level (kPa) 700, 500 300 250, 200 150 70, 50, 30
Figure 2. Sinusoidal loading pulse pattern in dynamic modulus testing (Geoffrey, Rowe and Sharrock, 2000)
Figure 3. Wheel Tracker Machine (Cooper Technology, 2006)
Corresponding Author, Tel: +989121713297 Transportation Research Journal, Vol. 2, No. 1, 2012/ 28
E-mail 28/ Transportation address: ahadi@rahiran.ir
Research Journal, Vol. 2, No. 1, 2012

Hafeez et al. / Rutting Production of Asphalt …
Table 2. Experimental Program
Step No. Descriptions Details of activities in the experimental design
1 Materials
2
Testing machine/
Procedures
3 Testing Conditions
4 Output parameters
5 Characterization
6
7
Generating the
Correlations
Wheel Tracker
Testing
Asphalt Binders
PG58-16
(neat binder 60/70 pen. grade)
PG 76-22
(modified binder prepared
using 60/70 pen. grade with
1.65% Elvaloy)
Frequency sweep test at Dynamic
Shear Rheometer
Frequency:100 to 1Hz
Temperature ; 25, 40, 55 o C
A summary of the experimental program has
been reported in Table 2 in order to understand the
volume of work and the testing methodology.
4- Results and Discussions
4-1-Test results
Two binders and four mixes were studied under
different times and temperature conditions. Master
curves were developed to evaluate the relationship
between the complex modulus and the phase angle
at different frequency levels. Shift factor curves
were also plotted to determine temperature
sensitivity of binders and mixes. Results showed that
the temperature and frequency of loading had a
significant influence on the behavior of asphalt. The
complex modulus decreases with an increase in test
Asphalt Mixtures
PG76-22 +Class-A
PG76-22 +Class-B
PG58-16 +Class-A
PG58-16 +Class-B
i) Dynamic modulus testing at
NU-14 (AASHTO TP 62)
ii) Wheel Tracker Test (EN,
2003)
Frequency: 25 to 0.1Hz
Temperature ; 25, 40, 55 o C
53 Passes per minute on Wheel
Tracker
Dynamic modulus (E*)
Phase angle (φ)
Master curves development
Shift factor computation,
Sigmoidal parameters of best fit
Complex shear modulus (G*)
Phase angle (δ)
Master curves development
Shift factor computation,
Sigmoidal parameters of best fit
Comparison of G* and E* master curves on single plots and development of
relationships at highest degree of determinacy.
Correlation between Log G* and E*.
Rut development history of asphalt mixtures using wheel tracker machine.
temperature under a specific loading frequency,
whereas it increases with an increase in frequency at
a specified temperature. This shows that the elastic
portion of viscoelastic property decreases or is
reduced over a range of temperatures from 25 o C to
55 o C. The complex shear modulus and phase angle
values of binders have been reported in Table 3. The
phase angle values of the binders mostly ranged
between 70 o and 87 o , whereas for mixes it ranged
from 12 o to 33 o . These values of phase angles, for
both asphalt binders and mixtures, confirm the
results of previous research and are in accordance
with their limits. Also, The phase angle of the above
asphalt mixtures are three times less than the
corresponding asphalt binders at any temperature
and frequency level. The reduction is mainly
contributed by the aggregates in the mixtures.
Transportation Research Journal, Vol. 2, No. 1, 2012 /29

E*/Sinφ
Temperature
25 o C
40 o C
55 o C
Temperature
14000
12000
10000
8000
6000
4000
2000
25 o C
40 o C
55 o C
0
30/ Transportation Research Journal, Vol. 2, No. 1, 2012
Hafeez et al. / Rutting Production of Asphalt …
Table 3a. Complex shear modulus (G*) of asphalt binders
Description
Asphalt
Binders
Description of
Mixtures
Class-A
Class-B
Class-A
Class-B
Class-A
Class-B
Class-A, PG76
Class-A, PG58
G*at
0.1Hz(MPa)
20.72
5.65
1.40
PG76-22
(PMB)
Phase Angle (δ)
72.44
81.80
87.41
Table 3b. Dynamic modulus (E*) of asphalt mixtures
E* at 0.1Hz
(MPa)
3897
2978
1652
1245
1157
1007
0 1 10 100 1000
Log(G*/Sinδ)
PG76-22
(PMB)
Phase Angle (φ)
17.46
21.09
23.27
27.96
28.59
32.54
PG58-16
(60-70Grade Bitumen)
G*at 0.1Hz
(MPa)
12.479
3.97
1.00
Phase Angle (δ)
77.56
82.18
87.33
PG58-16
(60-70 Grade Bitumen)
E* at 0.1Hz
(MPa)
2811
1754
956
743
453
348
Figure 4. Relationship between asphalt binder and mixture’s rut factors
The elastic modulus (G*) of binder mostly range
between 20 MPa and 1 MPa and that of mixtures
between 400 and 4000MPa. A significant change
was observed within the selected temperature range
which depicts the changed behavior of asphalt mixes
over the said range of temperatures in the field.
Furthermore, rut depth factors for asphalt binder
(G*/Sinδ) and mixture (E*/Sinφ) were computed
E*/Sinφ
9000
8000
7000
6000
5000
4000
3000
2000
1000
0
Class-B, PG76
Class-B, PG58
Phase Angle
(φ)
19.46
22.34
25.56
30.02
31.84
33.57
0 1 10 100 1000
Log(G*/Sinδ)
and compared to ascertain possible relationship.
Logarithmic scale was used to cover the entire range
of data set.
Figure 4 reveals that prediction of asphalt
mixture’s rut factor can be made from asphalt
binder rut factor with a degree of determinacy of
over 0.8.

4-2- Development of Master Curve
The time and temperature super positioning
(TTS) method was adopted to develop master
curves. This principle describes the same
viscoelastic properties of asphalt binder and
mixtures measured from different temperatures
over the same period of time. Viscoelastic
properties measured at 40 and 55 o C were shifted to
25 o C by a horizontal shift (aT) and they developed
Sigmoidal fit master curves which have been shown
in Figures 5 and 6 for asphalt binders and mixtures
respectively. These curves actually describe the
time and temperature dependent shear properties of
Log (G*)
Log (E*)
4
3
2
1
0
‐1
‐2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
Hafeez et al. / Rutting Production of Asphalt …
PG 58‐16
Figure 5. Development of master curves for asphalt binders
Figure 6. Development of master curves for asphalt mixtures
asphalt binders. One can observe the effect
of PG grading and aggregate gradation on the
viscoelastic behavior of asphalt mixtures.
Asphalt mixtures with PG 76 and coarser aggregate
gradation showed higher E* values at all frequency
levels and PG 58 with finer gradation showed
minimum values at all levels of frequency and
temperature.
Also, Asphalt mixture with finer aggregate
gradation and PG 76 showed relatively good results
than PG58 and coarser gradation. This means that
the effect of aggregate gradation can be improved by
binder stiffness effects.
‐2.0 ‐1.0 0.0 1.0 2.0 3.0
Log (Tr)
Class‐A, PG76
Class‐A, PG58
‐2.0 ‐1.0 0.0 1.0 2.0 3.0
Log (Tr)
Transportation Research Journal, Vol. 2, No. 1, 2012 /31

Master curves of asphalt binders (log G*) and
mixtures (log E*) were compared on single space as
presented in Figures 7 and 8. The purpose of
comparing both the materials’ curve (s) was to
estimate the influence of the binder’s stiffness on the
mixture’s stiffness.
Log (Dynamic Modulus)
Log (Dynamic Modulus)
4.0
3.0
2.0
32/ Transportation Research Journal, Vol. 2, No. 1, 2012
Hafeez et al. / Rutting Production of Asphalt …
At low frequency the asphalt binder response
becomes viscous and the slopes of the curve become
steeper. One can conclude from these Figures that by
using the PG 76 in asphalt mixtures the effect of
aggregate gradation is not distinguished when
compared to PG 58.
yClas‐A = ‐0.033x
Figure 7. Comparison of G* and E* master curves using PG 76-22
2 ‐ 0.182x + 3.686
R² = 0.998
yPG76= ‐0.153x2 yClass‐B = ‐0.011x
‐ 0.746x + 1.978
R² = 0.997
2 1.0
0.0
‐1.0
‐2.0
‐ 0.192x + 3.551
R² = 0.997
Class‐A, PG 76
PG 76‐22
Class‐B, PG76
‐3.0 ‐2.0 ‐1.0 0.0 1.0 2.0 3.0 4.0
Log (Tr)
4.0
3.0
2.0
1.0
0.0
‐1.0
‐2.0
y Class‐A = ‐0.039x 2 ‐ 0.194x + 3.550
R² = 0.999
y Class‐B = ‐0.045x 2 ‐ 0.189x + 3.368
R² = 0.999
y PG58 = ‐0.081x 2 ‐ 0.956x + 1.286
R² = 0.997
‐3.0 ‐2.0 ‐1.0 0.0 1.0 2.0 3.0 4.0
Log (Tr)
Figure 8. Comparison of G* and E* master curves using PG58-16
Class‐A, PG58
PG 58‐16
Class‐B, PG58

4-3- Sigmoidal parameters of Master Curves
Sigmoidal parameters best describes the shape
and the location of the master curve by
mathematical modelling, using the following
relationship (State Highway and Transportation
Officials (TP-62) 2004).
Log E
1 e
*
(log Tr )
Hafeez et al. / Rutting Production of Asphalt …
(2)
Where δ, α are known to be the fitting parameters
that depend on aggregate gradation, binder contents
and air void, while β, γ depend on characteristics of
Sr. No.
1
Parameters
Table 4. Sigmoidal parameters for binders and mixtures
Binder
PG76-22 (PMB)
Mix. Class
A
asphalt binder and describes the shape of
the sigmoidal functions. Sigmoidal functions (δ, α,
β, & γ) for binders and mixtures were determined
simultaneously and reported in Table 4 for
comparison purposes. Sigmoidal functions help to
characterize the master curves in terms of shape and
location. Values of sigmoidal functions at different
test conditions as reported by different researcher in
the past have been given in Table 5 for comparison.
One can observe from this Table that values of
signmoidal function depend upon mix properties and
testing features that mainly involve types of testing,
material types and test conditions.
Mix. Class
B
PG58-16 (60-70Grade Bitumen)
Binder
Mix. Class
A
Mix. Class
B
δ -2.55 2.36 2.50 -0.22 1.67 1.79
α 9.11 1.62 1.54 6.21 1.96 2.08
β -1.14 -1.58 -0.81 -1.70 -1.90 -1.73
γ 0.58 0.79 0.62 0.89 0.80 0.71
References of
previous studies
Geoffrey et al., 2009
2 Kim and Partl., 2009
3 Amara et al., 2006
Table 5. Sigmoidal functions reported in other studies
Sigmoidal Functions
Witczak parameters computed with RHEA Software: For mix at 3.8% air
voids;
δ = -0.954, α = 4.613, β = -1.64, γ = -0.428,
Richard parameters for dynamic modulus master curve: For mix at 3.8% air
voids;
δ = 0.301, α = 4.094, β = -1.513, γ = -0.395,
For Mastic asphalt tested under uniaxial compression test:
δ = 1.350,α = 1.860, β = -2.820, γ = 0.680,
For in place hot mix asphalt cores taken from 18 sites; Average values
δ = 4.2837, α = 2.1672, β = -0.6373, γ = 0.5853,
Transportation Research Journal, Vol. 2, No. 1, 2012 /33

Rut Depth (mm)
34/ Transportation Research Journal, Vol. 2, No. 1, 2012
Hafeez et al. / Rutting Production of Asphalt …
Figure 9. Typical Rut depth formation of Asphalt Mixtures at 55oC
Table 6. Summary of Rut Depth of different asphalt Mixtures tested under wheel tracker
NMAS Size
(mm)
16
14
12
10
8
6
4
2
0
Class-A,PG76
Class-B,PG76
Class-A,PG58
Class-B,PG58
Rut depth of SMA mixtures
(mm)
25 o C 40 o C 55 o C
Class-A,PG 76-22 2.23 4.16 6.59
Class-B,PG 76-22 2.57 6.39 9.12
Class-A,PG 58-16 2.62 9.41 11.02
Class-B,PG 58-16 3.31 11.12 14.15
4-4- Wheel Tracking Test
Rut development history of asphalt mixtures used
at different temperature levels have been shown in
Figure 9. One can observe that rut depth formation
at any number of load repetitions depends mainly on
mixture compositions, especially the asphalt binder
grade. Asphalt mixture with finer gradation and PG
76 showed more resistance to rutting than a coarser
gradation and PG 58 asphalt binder. A detailed
comparison of rut development in different mixtures
at different temperature levels under the wheel
tracker machine have been reported in Table 6.
The above table shows that the rut depth of
mixtures increases with an increase in the
temperature levels. Also, one can easily compare the
rut resistance of different mixtures at different
temperatures. Asphalt mixture with finer aggregate
gradation and PG 58 showed minimum resistance to
rutting at any temperature level.
0 2000 4000 6000 8000 10000 12000
Load Cycles (N)
5-iConclusion
This study characterizes two asphalt binders and
four mixtures based on their stiffness modulus and
phase angles and determine some possible
correlations between the set performance’s criteria
for both. The following conclusions have been
drawn from this study:
Dynamic modulus and shear complex modulus
are sensitive to test temperature and frequency of
loading. The elastic modulus (G*) of the binder
mostly ranges between 20 to 0.01 MPa and that
of mixtures between 400 and 4000 MPa in a
temperature range of 25 to 55 o C.
Dynamic modulus and wheel tracker testing
showed that asphalt mixtures with finer gradation
and PG76 resist more against rutting than PG 58
and finer aggregate gradation.
Performance of asphalt mixtures under a domain
of frequency and temperatures can easily be

predicted from that of asphalt binders using the
master curve techniques.
References
AASHTO T 240, (2004) "Standard Method of Test for
Effect of Heat and Air on a Moving Film of Asphalt
Binder (Rolling Thin-Film Oven Test)".
Amara Loulizi, Gerardo Flintsch, and Kevin McGhee
(2006) "Determination of the In-Place Hot-Mix
Asphalt Layer Modulus for Rehabilitation Projects
Using a Mechanistic-Empirical Procedure"
FHWA/VTRC 07-CR1, Virginia Transportation
Research Council, Charlottesville, Virginia.
American Association of State Highway and
Transportation Officials (1995) "AASHTO Provisional
Standard TP5-93: standard test method for
determining the rheological properties of asphalt
binder using a dynamic shear rheometer". Washington
D.C.
American Association of State Highway and
Transportation Officials (TP-62) (2004) "Determining
Dynamic Modulus of Hot-Mix Asphalt Concrete
Mixtures".
Anderson, D. A. and Christensen D.W. (1992)
"Interpretation of Dynamic Mechanical Test Data for
Paving Grade Asphalt Cements," Proceedings of the
Association of Asphalt Paving Technologists, volume
61, pp. 67-116.
Charles, E. Dougan, Jack, E. Stephens, James
Mahoney and, Gilbert Hansen, (2003) "E*-
DYNAMIC MODULUS" Test Protocol – Problems
and Solutions, Report Number-CT-SPR-0003084-F-
03-3, University of Connecticut, USA.
Colbert B. and Zhanping, (2012) "The properties of
asphalt binder blended with variable quantities of
recycled Asphalt using short term and long term aging
simulations", Journal of Construction and Building
Materials, Vol. 26, pp. 552–557.
Cooper Technology, (2006) "Wheel Tracker Small
Device", Product Catalogue, Issue 1, CRT-WTEN1&
CRT-WTEN2 in conformance to E13108.
Hafeez et al. / Rutting Production of Asphalt …
European Standard; (2002) "Bituminous mixtures-Test
methods for hot mix asphalt", EN 12697-22, part-2,
Wheel Tracking.
Faheem, A., and Bahia H.U. (2004) "Using Gyratory
Compactor to Measure Mechanical Stability of
Asphalt Mixtures", Wisconsin Highway Research
Program.
Geoffry M. Rowe, Salman HakimzadheKhee,
PhillilBlanenship and Kamyar C. Mahboub (2009)
"Evaluation of Aspects of E* Test by using Hot-Mix
Asphalt Specimens with Varying Void contents",
Transportation Research Record, Journal of the
Transportation Research Board, No. 2127,
Transportation Research Board of the National
Academies, Washington D.C, pp. 164-172.
Huang, Shin-Che and Zeng Menglan, (2007)
"Characterization of aging effect on rheological
properties of asphalt-filler systems", International
Journal of Pavement Engineering, 8:3, pp. 213-223.
Kanitpong, K., Bahia, H., (2005) "Relating adhesion
and cohesion of asphalts to the effect of moisture on
laboratory performance of asphalt mixtures", T. R. R,
1901, pp. 33-43.
Kim H. AND Partl M.N., (2009) "Stiffness
comparison of mastics asphalt in different tests
modes", 2nd workshop on four point bending, pais
(ed.), University of Minho, ISBN 978-972-8692-42-1.
Kumar S. A. and Veeraragavan A., (2011) "Dynamic
mechanical characterization of asphalt concrete mixes
with modified Asphalt binders", J. Materials Science
and Engineering, Vol. 528, pp. 6445– 6454.
Loulizi, Flintsch, Al-Qadi and Mokarem, (2006)
"Comparison between Resilient Modulus and
Dynamic Modulus of Hot-Mix Asphalt as Material
Properties for Flexible Pavement Design".
National Highway Authority, (1998) "Surface course",
Item No. 305-I, General Specification, Pakistan.
NurIzzi Md. Yusoff, Montgomery Shaw T. and
Gordon D. Airey, (2011) "Modeling the linear
viscoelastic rheological properties of bituminous
binders", J. Construction and Building Materials,
Vol. 25, pp. 2171–2189.
Transportation Research Journal, Vol. 2, No. 1, 2012 /35

Pellinen, T K and Witczak, M W., (2002) "Stress
dependent master curve construction for dynamic
modulus".
Soleimani A., (2009) "Use of dynamic phase angle
and complex modulus for the low temperature
performance grading of asphalt cements", Ph.D. Thesis,
Queen’s University, Kingston, Canada, Page 7.
36/ Transportation Research Journal, Vol. 2, No. 1, 2012
Hafeez et al. / Rutting Production of Asphalt …
Tarefder, R.A., Zaman, M., Hobson, K., (2003) "A
Laboratory and statistical evaluation of factors
affecting rutting", International Journal of Pavement
Engineering”. Vol. 4 (1), pp. 59-68.
Wasage T.L.J., Jiri Stastna and LudoZanzotto, (2011)
"Rheological Analysis of multi-stress creep recovery
test", in Int. J. of Pavement Eng., Vol. 12, No. 6,
pp. 561-568.

2/ Transportation Research Journal, Vol. 2, No. 1, 2012
Hafeez et al. / Rutting Production of Asphalt …