Linear viscoelastic behavior of asphalt binders and mixtures containing very high percentages of reclaimed asphalt pavement
Reza IMANINASAB1(), Luis LORIA-SALAZAR2, Alan CARTER1
1. Construction Engineering Department, École de Technologie Supérieure (ÉTS), University of Quebec, Montreal H3C 1K3, Canada 2. Civil Engineering Department, Universidad Isaac Newton, San José 10108, Costa Rica
The primary aim of this study is to correlate the impact of aggregates, if any, on the viscoelastic behavior of rejuvenated asphalt mixtures containing very high amounts of reclaimed asphalt pavement (RAP) (> 50%). First, gradation of 100% RAP was rectified, using a modified Bailey method by adding virgin aggregates to achieve two coarse dense-graded and one fine dense-graded blends. Complex modulus test was then performed from −35 to +35 °C and 0.01–10 Hz. In addition to performance grade (PG) testing, extracted and recovered binders from different asphalt mixtures underwent shear complex modulus test within −8 °C to high temperature PG and frequencies from 0.001 to 30 Hz. Cole−Cole, Black space, complex modulus and phase angle master curves were constructed and Shift-Homothety-Shift in time-Shift (SHStS) transformation was used to compare the linear viscoelastic behavior of asphalt binders and mixtures. The influence of aggregates on the viscoelastic behavior of asphalt mixtures depends on temperature and/or frequency. The role of asphalt binders in the behavior of asphalt mixtures is more pronounced at high temperatures and the effect of the aggregate structure increases as the temperature falls. The maximum difference (60% to 70%) in the viscoelastic behavior of the binder and mixture based on SHStS transformed Cole−Cole curves is within the phase angle of 15°–20°.
. [J]. Frontiers of Structural and Civil Engineering, 2023, 17(8): 1211-1227.
Reza IMANINASAB, Luis LORIA-SALAZAR, Alan CARTER. Linear viscoelastic behavior of asphalt binders and mixtures containing very high percentages of reclaimed asphalt pavement. Front. Struct. Civ. Eng., 2023, 17(8): 1211-1227.
stiffness after pressure aging vessel @ −18 °C & 60 s (MPa)
187
AASHTO T 313
slope @ −18 °C & 60 s
0.313
AASHTO T 313
Tab.2
blend ID
RAP (%)
coarse (5–10 mm) (%)
fine (0–5 mm) (%)
fine modifier (0–2.5 mm) (%)
based on
100% RAP
100
0
0
0
–
CDG (73%)
73
27
0
0
ave. black and white curve
CDG (65%)
65
23
0
12
white curve
FDG (57%)
57
30
13
0
ave. black and white curve
Tab.3
Fig.2
Fig.3
%RAP
OBC(total)
OBC (virgin)
maximum specific gravity
air void@ Ndes.
air void@ Nini.
air void @ Nmax.
voids in mineralaggregates (VMA)
voids filled with asphalt (VFA)
100%
5.65
0.71
2.534
4.08
11.41
2.59
14.20
72.65
73%
5.15
1.63
2.546
2.98
10.76
1.85
13.03
77.57
65%
5.10
1.99
2.535
2.92
10.68
2.04
13.34
75.12
57%
4.95
2.25
2.537
3.06
10.92
1.42
13.73
76.76
Tab.4
Fig.4
Fig.5
RAP content of mixture
virgin binder in total binder (%)
PG
PG +
ΔTc
100%
12.6
82−16
82S−16
−3.33
73%
31.6
76−22
76S−22
−2.36
65%
39.0
76−22
76S−22
−0.07
57%
45.4
76−22
70H−22
−3.28
RAP binder
0
88−16
88S−16
–
Tab.5
Fig.6
Fig.7
Fig.8
%RAP
E0 (MPa)
E00 (MPa)
k
H
δ
τ0
β
100%
0
720000
0.28
0.60
4.30
0.0008
1000
73%
0
610000
0.30
0.62
3.50
0.0004
500
65%
0
670000
0.30
0.62
3.50
0.0003
500
57%
0
610000
0.30
0.62
3.25
0.0002
500
Tab.6
%RAP
R2
Se/Sy
criteria
100%
0.9968
0.0606
excellent
73%
0.9976
0.0518
excellent
65%
0.9915
0.0984
excellent
57%
0.9940
0.0825
excellent
Tab.7
Fig.9
Fig.10
Fig.11
Fig.12
%RAP
%void
E0 (MPa)
E00 (MPa)
K
h
δ
τ0
β
100%
5.6
35
37000
0.17
0.55
2.45
0.10
6000
73%
4.1
35
39500
0.17
0.55
2.35
0.15
6000
65%
4.7
35
38000
0.16
0.56
2.50
0.09
6000
57%
4.5
35
37000
0.17
0.55
2.45
0.10
6000
Tab.8
%RAP
R2
Se/Sy
criteria
100%
0.9984
0.0423
excellent
73%
0.9991
0.0313
excellent
65%
0.9988
0.0364
excellent
57%
0.9975
0.0533
excellent
Tab.9
Fig.13
Fig.14
Fig.15
Fig.16
Fig.17
Fig.18
Fig.19
Fig.20
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