Stiffness modulus of reclaimed asphalt binder modified with local bio-rejuvenator in Indonesia (dynamic shear rheometer to van der poel nomograph test result)

Abstract

This study intends to examine the effect of using bio-rejuvenators (BioCS and BitutechRAP) on Reclaimed Asphalt (RA) binder as seen from the asphalt binder stiffness modulus (Sbit) based on laboratory testing using Dynamic Shear Rheometer (DSR) Frequency Sweep which is compared to Sbit resulting from analysis using Van der Poel nomograph under RTFO (rolling thin film oven) conditions. The comparison was analyzed by looking at the adjustment factor produced from each type of asphalt binder testing. The types of asphalt binders tested were pen 60/70 as control asphalt binder, 23% BioCS mixed in RAbinder, and 17% BitutechRAP mixed in RA binder. The results showed that the Sbit value from the DSR and Van der Poel test results was not too much different, with an adjustment factor of 1.61, the addition of BioCS to the RA binder was more influential than BitutechRAP, this was indicated by the adjustment factor of the BioCS + RA binder value of 2.84 which is close to the pen 60/70 adjustment factor value of 2.64.

Full text

IOP Conference Series: Earth and Environmental Science
PAPER • OPEN ACCESS
Stiffness modulus of reclaimed asphalt binder
modified with local bio-rejuvenator in Indonesia
(dynamic shear rheometer to van der poel
nomograph test result)
To cite this article: Atmy Verani Rouly Sihombing
et al
2023
IOP Conf. Ser.: Earth Environ. Sci.
1195
012023
View the article online for updates and enhancements.
You may also like
High-temperature properties of composite
modified light-colored synthetic asphalt
binders
Heng Cong Zhang, Jianmin Wu, Yin Luo
et al.
-
Assessment of the Influence of Nano
Metakaolin filler on Asphalt Binder
Rheological Properties
Hussein H. Zghair, Hasan H. Joni and Ali
Ahmed Mohammed
-
Effect of layered double hydroxides
addition on the ageing and self-healing
properties of asphalt binder
Shiwen Bao, Quantao Liu, José
Norambuena-Contreras et al.
-
This content was downloaded from IP address 216.19.199.129 on 17/06/2023 at 16:37

Content from this work may be used under the terms of the Creative Commons Attribution 3.0 licence. Any further distribution
of this work must maintain attribution to the author(s) and the title of the work, journal citation and DOI.
Published under licence by IOP Publishing Ltd
The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
1
Stiffness modulus of reclaimed asphalt binder modified with
local bio-rejuvenator in Indonesia (dynamic shear rheometer
to van der poel nomograph test result)
Atmy Verani Rouly Sihombing1*, Bambang Sugeng Subagio2, Eri Susanto
Hariyadi2, Reza Phalevi Sihombing3
1Department of Civil Engineering, Politeknik Negeri Bandung, Jl. Gegerkalong Hilir,
Ciwaruga, Kec. Parongpong, Kabupaten Bandung Barat, Jawa Barat 40559, Indonesia
2Department of Civil Engineering, Bandung Institute of Technology, Jl. Ganesa
No.10, Lb. Siliwangi, Kecamatan Coblong, Kota Bandung, Jawa Barat 40132,
Indonesia
3Department of Architecture, Institut Teknologi Nasional, Bandung, Jl. PH.H. Mustofa
No.23, Bandung, Indonesia
*Email: atmyvera@polban.ac.id
Abstract. This study intends to examine the effect of using bio-rejuvenators (BioCS and
BitutechRAP) on Reclaimed Asphalt (RA) binder as seen from the asphalt binder stiffness
modulus (Sbit) based on laboratory testing using Dynamic Shear Rheometer (DSR) Frequency
Sweep which is compared to Sbit resulting from analysis using Van der Poel nomograph under
RTFO (rolling thin film oven) conditions. The comparison was analyzed by looking at the
adjustment factor produced from each type of asphalt binder testing. The types of asphalt
binders tested were pen 60/70 as control asphalt binder, 23% BioCS mixed in RAbinder, and
17% BitutechRAP mixed in RA binder. The results showed that the Sbit value from the DSR
and Van der Poel test results was not too much different, with an adjustment factor of 1.61, the
addition of BioCS to the RA binder was more influential than BitutechRAP, this was indicated
by the adjustment factor of the BioCS + RA binder value of 2.84 which is close to the pen
60/70 adjustment factor value of 2.64.
1. Introductions
The development of technology for the reuse of material waste from the dredging of old road
pavements in Indonesia has increased research related to reclaimed asphalt pavement (RAP). As a
waste material from flexible pavement, RAP consists of reclaimed asphalt (RA) binder and reclaimed
asphalt (RA) aggregate. For application in the field, RAP is directly used in conjunction with a
rejuvenating agent to restore its performance. The level of the rejuvenator used is usually obtained
from the results of testing in the laboratory before the RAP laying activities in the field. The RA
binder extracted from RAP was tested to see its characteristics and to determine the appropriate
content of the astringent.
Rejuvenator is a rejuvenating agent commonly used in asphalt recycling technology to restore
performance from flexible pavement waste that has decreased in performance. Most rejuvenators used
in asphalt production are liquid additives which are essential oils with much higher concentrations of

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
2
maltenes. The rejuvenators used in asphalt mix technology using RAP consist of various categories
including paraffinic oils, aromatic extracts, naphthenic oils, triglycerides and fatty acids, and tall oils.
Several types of rejuvenating paraffinic oils have been widely used by several studies to improve the
performance of aging asphalt such as RA binders from road pavements and shingles, for example
waste engine oil (WEO) type [1]–[5], WEO bottoms type [3], [6]–[9], Valero VP 165 [10], and
Storbit [1]. Examples of rejuvenators with the category of aromatic extracts, including hydrolene [11],
[12], Reclamite [13], Cyclogen L [14], ValAro 130A [10]. Then the Naphthenic oils category,
including SonneWarmix RJ [15] and Ergon hyprene [10]. In the Triglycerides and fatty acids category,
for example, Waste vegetable oil/waste cooking oil [16], while for the Tall oils category, for example,
Sylvaroad RP1000 [17], [18] and Hydrogreen [7], [19]–[25].
In Indonesia, the use of rejuvenating materials for asphalt mixtures containing RAP still relies on
imports from various types of categories, so to reduce the need for imports of these rejuvenating
materials, in the Sihombing study, 2020, using coconut shell waste that has been processed into
coconut shell bio-asphalt binder (bioCS) as a local rejuvenating agent which is included in the Tall oils
category with vegetable grease type waste, in his study showed that the use of bioCS in AC-WC
asphalt mixtures containing up to 30% RAP could provide performance in accordance with
specifications [24].
Bitumen or asphalt binder is a material that is viscous-elastic, where the properties of this material
will change from viscous to elastic depending on the temperature and time of loading. At high
temperatures and long loading times, bitumen will behave as a viscous-liquid, whereas at low
temperatures and short loading times, bitumen will be elastic-solid. The change in bitumen properties
from elastic to viscous and vice versa occurs slowly. The condition that commonly occurs in bitumen
is a transition from these two properties, namely bitumen will be viscous-elastic. So that in testing the
characteristics of bitumen it will depend on the temperature and time of loading, one of the bitumen
test parameters that accommodates this is the asphalt binder stiffness modulus (Sbit).
According to Van Der Poel (1954) the term bitumen stiffness (Sbit) is defined as the ratio between
stress and strain on asphalt binder, at a certain temperature and loading time [26]. The asphalt stiffness
modulus (Sbit) can be estimated using a nomograph Van der Poel [27], through penetration and
softening point data of asphalt or it can also be done by testing Oscillation using a Dynamic Shear
Rheometer (DSR) with input frequency variations (frequency sweep). certain temperature. So in
testing the characteristics of the RA binder, the important things that need to be tested are penetration
testing, softening point and Sbit.
This study intends to examine the effect of using bioCS on the RA binder, compared with
BitutechRAP (rejuvenator with the tall oils category) which is seen from the asphalt binder stiffness
modulus (Sbit) based on laboratory testing using Dynamic Shear Rheometer (DSR) frequency sweep
which is compared to Sbit produced from analysis using the Van der Poel Nomograph for the modified
asphalt binder category in the recovered or Rolling Thin Film Oven (RTFO) condition. This is done to
see how much accuracy the DSR test results are, through the value of the adjustment factor (af)
resulting from the comparison of Sbit values at the same conditions, temperature and loading time, the
smaller the af value, the more accurate the DSR test results.
2. Materials and Methods
2.1. Reclaimed Asphalt Binder
Reclaimed asphalt binder (RA binder) is an asphalt binder that has undergone oxidation, an asphalt
binder extracted from the reclaimed asphalt pavement (RAP). So that the RA binder can be said as a
substandard material that has performance far below the standard specifications required as a material
for asphalt mixtures.
Based on research conducted by Kou, et al in 2017, it is known that RAP taken from 10 different
locations in China has different characteristics, so an appropriate method is needed to identify the
grade of RA binder, viscosity at 135 °C and penetration at high temperature [28]. 25 °C is the most

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
3
consistent temperature for obtaining grades of RA binder. In this study, the RA binder extracted from
RAP from the old asphalt dredging in Karawang, West Java, Indonesia, was then tested for its
characteristics based on penetration at 25° C, and softening point.
In extracting asphalt binder from RAP, centrifugal extraction method which is processed under cold
conditions is the most appropriate method to minimize the aging of asphalt binder during the RAP
extraction process [29] while the solvent used is trichlorethylene, which is a solvent commonly used
for the extraction of RA binders [30]. To recover asphalt binder from solvent after extraction process,
a rotary evaporator [31] was used in this study. The description of the extraction and recovery process
for RA binder can be seen in figures 1 and figure 2, with the extraction results in figure 3. While the
results of the RAP characteristic test can be seen in table 1.
Table 1. RAP characterization.
Properties
Unit
Test Result
Ductility
mm
38.00
Penetration, 25 0C
0.1 mm
10.00
Softening Point
0C
80.00
Mineral content
%
94.85
Bitumen content
%
5.15
Figure 1. Centrifugal extractor.
Figure 2. Rotary evaporator.

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
4
Figure 3. RA binder.
2.2. Pen 60/70 Asphalt Binder
Pen 60/70 asphalt binder is used as control asphalt binder, in which the effect of adding biorejuvenator
to the RA binder refers to the characteristics of pen 60/70 asphalt binder which is a virgin asphalt
binder. The characteristics of the 60/70 pen are shown in table 2.
Table 2. Physical properties of pen 60/70.
Test
Unit
Pen 60/70 Asphalt binder
Test result
Spesification
Penetration, 25 oC, 100 gr, 5 s
0,1 mm
65
60 - 70
Dynamic Viscosity s 60 0C
Pa.s
251.2
160 - 240
Kinematic Viscosity 135 C
cSt
409,6
> 300
Softening Point
oC
51
> 48
Ductility, 25 C, 5 cm/min
cm
> 100
> 100
Flash point with Clevelen Open Cup
oC
340
> 232
Solubility in Trichloroethylene
%
99.868
> 99
Specific gravity
1.024
> 1
Mass Loss
% Weight
0.149
< 0,8
Dynamic Viscosity s 60 0C RTFO
Pa.s
472
< 800
Penetration RTFO
% Initial
58.80
> 54
Ductility RTFO
cm
110
> 100
2.3. Bio-rejuvenators
Bioasphalt is an alternative to asphalt binder made from biomass/non-petroleum materials based on
renewable resources, apart from being a full asphalt binder replacement (100% replacement),
bioasphalt can also be used as an extender (25% - 75% replacement) or as a modifier (< 10 %
replacement) in this case as a curing agent for sub-standard materials and as an additive to reduce
asphalt viscosity which has an impact on mixing temperature and compaction temperature [32].
Biorejuvenator is bioasphalt that function as a rejuvenating agent, in this study the biorejuvantor
used was derived from coconut shell waste or commonly called BioCS and BitutechRAP, both of
which are included in the tall oils category. BioCS is a local biorejuvenator produced in Indonesia, as
a country that has enormous natural wealth, coconut production in Indonesia reaches 3 million tons per

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
5
year, coconut shell waste produced in Indonesia is 360 thousand tons per year [33], this shows that
apart from the huge and sustainable potential for producing BioCS, environmental issues related to
coconut shell waste can also be addressed. While bitutechRAP is a rejuvenating agent from
hydrogreen in the United States. The description of the two types of biorejuvenators is depicted in
figure 4, with the characteristics of each biorejuvenator in table 3.
(a)
(b)
Figure 4. Bio-rejuvenators - (a) BioCS, and (b) BitutechRAP.
Table 3. Basic properties of bio-rejuvenators.
Property
Unit
BioCS
BitutechRAP
Viscosity (60C)
Cps
< 100
< 100
Flash Point
F
95
> 425
Density
Kg/L
1.008
0.92 – 0.95
Moisture content
%
10-20
< 0.75%
Appearance
-
Clear, Dark Brown
Colored Flowable liquid
Clear, Dark Amber Colored
Flowable liquid
2.4. Bio-rejuvenator mixing with RA binder
The mixing of the bio-rejuvenator with the RA binder was carried out in a hot temperature of
120 C using a magnetic stirrer with a hot plate with a stirring speed of 0.4 – 0.6 kr/sec for 15
– 20 minutes. [34]. Varian of bio-rejuvenator content used in this study were 0%; 4%; 8%; 16%;
20%; 25%; and 30% by weight of RA binder. Furthermore, each mixture of bio-rejuvenator and RA
binder is tested using the basic rheology of the asphalt binder (penetration and softening point), for the
biorejuvenator content that produces the penetration and softening point values according to the
specifications pen 60/70, then used to become optimum content of bio-rejuvenator in the manufacture
of specimens for testing stiffness modulus using a DSR device and testing input parameters on a Van
der Poel nomograph. The results of the basic rheology testing of various bio-rejuvenators are shown in
figure 5. The results of these tests obtained the optimum bio-rejuvenator content of 23% for BioCS
and 17% for BitutechRAP.

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
6
(a)
(b)
Figure 5. Basic Rheology of RA binder with varian of bio-rejuvenator content : (a) penetration and (b)
softening point.
2.5. Stiffness Modulus of Asphalt Binder
2.5.1. Dynamic Shear Rheometer (DSR)
Mechanistic asphalt binder rheology testing (G* and d) was carried out using the DSR (figure 6) with
reference to AASHTO T315 – 10 [35]. DSR testing is carried out on 3 (three) asphalt binder
conditions, namely original (unaged binder) which describes the first stage of delivery and storage,
conditions after RTFOT which describes the second stage, namely aging during production in the
asphalt mixing unit and implementation in the field as well as conditions after PAVT which describes
the final stage of aging during the service life of the pavement. The DSR frequency sweep test is
carried out to measure rheological changes due to variations in loading time (frequency) at a certain
temperature, the test is carried out at a frequency range of 0.2 – 100 Hz, at temperatures of 25 °C, 30
°C, 40 °C, 50 °C, and 60 °C with a strain magnitude of 0.1%.
In the comparative analysis, the conditions used are RTFO conditions, at the same temperature as
the DSR test and the loading time (t) of 0.02 seconds is proportional to the loading frequency of 8 Hz,
which is also considered to represent vehicle speeds ranging from 30 mph – 40 mph [36].
Figure 6. Dynamic shear rheometer device.

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
7
2.5.2. Van der Poel Nomograph
To determine the viscous-elastic properties of bitumen, Van der Poel (1954) introduced the concept of
bitumen stiffness modulus (Sbit) as an analogy of the stiffness modulus of solids. This bitumen
stiffness modulus is used as the basis for determining the mechanistic properties of bitumen.
Figure 7. Van der poel nomograph.
In a viscoelastic object such as bitumen, the tensile stress applied at the time of loading t = 0 will
also produce strain. The amount of strain that occurs will increase but the magnitude of the increase is
not proportional to the given load. The bitumen stiffness modulus can be estimated using the
nomograph developed by Van der Poel (1954) (figure 7). The input parameters used to estimate the
bitumen stiffness modulus using this nomograph are:
1. Temperature, (T), °C.
2. Softening Point Recovered (SPr) from ring and ball test, °C.
3. Time of Loading, (t), second.
4. Penetration Index (PI), which is a measure of temperature susceptibility (equation 1).
The value of the penetration index (PI) of bitumen in this nomograph is considered to represent the
properties of bitumen and is calculated using the formula derived by Pfeiffer et al., (1936) [37],
namely:
(1)
The value of A is the gradient of the relationship line between the logarithm of penetration and the
temperature at which the penetration test is carried out, so that:
(2)
Research conducted by Pfeiffer et al. (1936) showed that at the Softening Point (SP) temperature
obtained from the Ring and Ball Softening Point test, almost all bitumen types have a penetration
value of 800. Based on this, the determination of the A value from the equation 2 can be simplified to:
(3)
( )
A501
A25120
PI
+
-
=
21
21
TT
T.pen.logT.pen.log
A-
-
=
SPT
800.logT.pen.log
A
1
1
-
-
=

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
8
3. Results
3.1. Van der Poel Nomograph Input Parameter
To determine the Sbit value based on the Van der Poel Nomograph, the input parameters need to be
known by testing the penetration and softening point under RTFO conditions in the laboratory, the
levels of biorejuvenators used to rejuvenate the RA binder are 23% BioCS and 17% BitutechRAP
[23]. The data for the input parameters are presented in table 4.
Table 4. Parameter input data for van der poel nomograph.
Type of
Asphalt
Binder
Test
Temperature
(°C)
Penetration
Softening
Point (°C)
Penetration
Index
Loading
Time, t
(second)
Pen 60/70
20
58.8
56
0.606
0.02
25
58.8
56
0.606
0.02
35
58.8
56
0.606
0.02
40
58.8
56
0.606
0.02
45
58.8
56
0.606
0.02
60
58.8
56
0.606
0.02
RA binder
20
8.0
88
1.595
0.02
25
8.0
88
1.595
0.02
35
8.0
88
1.595
0.02
40
8.0
88
1.595
0.02
45
8.0
88
1.595
0.02
60
8.0
88
1.595
0.02
BioCS +
RAbinder
20
54
59
1.023
0.02
25
54
59
1.023
0.02
35
54
59
1.023
0.02
40
54
59
1.023
0.02
45
54
59
1.023
0.02
60
54
59
1.023
0.02
BitutechRAP
+ RAbinder
20
58
55.5
0.459
0.02
25
58
55.5
0.459
0.02
35
58
55.5
0.459
0.02
40
58
55.5
0.459
0.02
45
58
55.5
0.459
0.02
60
58
55.5
0.459
0.02
3.2. Stiffness Modulus of Binder (Sbit) Result (DSR versus Van der Poel Nomograph)
The asphalt binder stiffness modulus (Sbit) resulting from the DSR test is compared with the Sbit
generated from the Van der Poel Nomograph based on the input data given in table 4 which is then
plotted on the Nomograph as shown in figure 6. The Sbit of both are shown in table 5 and figure 8.
Based on the results of the DSR test (table 5), it can be seen that the stiffness modulus value of
BioCS+RAbinder is smaller than BitutechRAP+Rabinder, although both types of asphalt binder still
have Sbit values greater than Pen 60/70, but when compared with Sbit RA binder, it is known that
decrease in asphalt binder stiffness value. This shows that there is rejuvenation of the RA binder after
being added by the Biorejuvenator, BioCS seems to be able to lower the Sbit value of the RA binder
more than BitutechRAP. The decrease in Sbit value in the RA binder after the addition of
Biorejuvenator is also seen from the results of the Sbit analysis based on the van der Poel diagraph, the

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
9
Sbit results from the diagraph show the same pattern as the results of the Sbit test with DSR, which
shows that BioCS lowers the Sbit value more than BitutechRAP.
Table 5. DSR Sbit versus van der poel Sbit.
Type of Binders
Test
Temperature
(℃)
Sbit DSR
(MPa)
Sbit Van der
Poel (MPa)
Pen 60/70
20
47.27
20.00
25
35.83
10.00
35
12.96
3.00
40
1.52
1.00
45
1.14
0.50
60
0.03
0.15
RA binder
20
188.52
120.00
25
108.57
80.00
35
48.14
30.00
40
30.54
19.00
45
24.36
10.00
60
4.35
1.10
BioCS + RAbinder
20
55.21
20.00
25
30.93
10.00
35
9.69
3.00
40
5.43
0.90
45
3.09
0.60
60
0.54
0.10
BitutechRAP +
RAbinder
20
67.57
21.00
25
37.65
11.00
35
11.86
3.00
40
6.64
1.50
45
3.68
0.80
60
0.64
0.10
Figure 8. DSR Sbit vs van der poel Sbit.

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
10
3.3. Adjustment Factor of Sbit
After knowing the Sbit results from each method, then the adjustment factor is calculated to see the
level of accuracy of the DSR test on the Van der Poel Nomograph. Table 6 shows the results of the
overall adjustment factor (af) calculation, the comparison of the results of the Sbit DSR before and
after multiplied by the adjustment factor is depicted in figure 9.
Table 6. Adjustment factor of dsr sbit to van der poel sbit.

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
11
Figure 9. Before and after adjustment factor of DSR Sbit.
In table 6, the adjustment factor is 1.61 with an average ratio of 1.27, an increase compared to the
average ratio before multiplied by the adjustment factor, which is 0.6. Based on these data, it is known
that the Sbit value from the DSR and Van der Poel test results is not too much different in value. In
figure 9 it can be seen that the line after multiplying the slope adjustment factor is close to the equality
line, which means that the Sbit nomograph is almost the same as the Sbit of the DSR laboratory test.
Furthermore, each type of asphalt binder is calculated as an adjust factor to see which type of
asphalt binder has the Sbit DSR closest to the Sbit Van der Poel value. This value can be used as a
parameter to determine how much influence the biorejuvenator has on the RA binder (table 7).
From table 7, it is known that the results of adding BioCS to RA binder provide a DSR Sbit
value that is closer to the Van der Poel nomograph compared to BitutechRAP, this can be
seen from the resulting adjustment factor value which is smaller, namely 2.84 and almost
close to the adjustment factor value of pen 60/70.
Table 7. Adjustment factor Sbit for each type of asphalt binders.
Type of Asphalt Binders
Adjusment Factor
Starting Ratio
After Adjustment
Ratio
Pen 60/70
2.64
1.33
0.90
RA binder
1.52
0.55
1.38
BioCS + RA Binder
2.84
0.26
0.35
BitutechRAP + RA Binder
3.28
0.24
0.30
4. Conclusions
The conclusion of this study is that the DSR test for the four types of asphalt binder resulted in an
adjustment factor of 2.67 with an average ratio after adjustment of 0.75 and a ratio, this indicates that
the DSR value of Sbit has a significant difference with the Van der Poel Nomograph. Meanwhile,
based on the value of the adjustment factor for each type of asphalt binder, it shows that the addition
of BioCS in RA binder is more influential than BitutechRAP, this is indicated by the adjustment factor
value of BioCS+RAbinder which is close to the value of pen 60/70. This shows that the use of bioCS
as a rejuvenating agent for RA binders can be used and the research can continue on a field scale,
y = 1.0409x + 1.0826
R² = 0.737
y = 1.0923x + 4E-15
R² = 1
0
20
40
60
80
100
120
140
160
180
200
0 50 100 150 200
DSR Sbit (MPa)
Van der Poel Sbit (MPa)
before adjustment after adjustment
equality
line

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
12
considering that the tests carried out in this study were carried out on RTFO asphalt binder conditions
which simulate asphalt binder conditions in the field.
References
[1] M. Zaumanis, R. B. Mallick, and R. Frank, “100% recycled hot mix asphalt: A review and
analysis,” Resources, Conservation and Recycling. 2014. doi:
10.1016/j.resconrec.2014.07.007.
[2] C. D. DeDene and Z. You, “The performance of aged asphalt materials rejuvenated with waste
engine oil,” Int. J. Pavement Res. Technol., vol. 7, no. 2, pp. 145–152, 2014, doi:
10.6135/ijprt.org.tw/2014.7(2).145.
[3] X. Jia, B. Huang, B. F. Bowers, and S. Zhao, “Infrared spectra and rheological properties of
asphalt cement containing waste engine oil residues,” Constr. Build. Mater., vol. 50, pp.
683–691, 2014, doi: 10.1016/j.conbuildmat.2013.10.012.
[4] S. R. M. Fernandes, H. M. R. D. Silva, and J. R. M. Oliveira, “Recycled stone mastic asphalt
mixtures incorporating high rates of waste materials,” Constr. Build. Mater., vol. 187, pp. 1–
13, 2018, doi: 10.1016/j.conbuildmat.2018.07.157.
[5] A. A. Mamun and H. I. Al-Abdul Wahhab, “Evaluation of Waste Engine Oil-Rejuvenated
Asphalt Concrete Mixtures with High RAP Content,” Adv. Mater. Sci. Eng., vol. 2018, 2018,
doi: 10.1155/2018/7386256.
[6] M. A. Elseifi, L. N. Mohammad, and S. B. Cooper III, “Laboratory Evaluation of Asphalt
Mixtures Containing Sustainable Technologies,” J. Assoc. Asph. Paving Technol., vol. 80,
no. Highways; Materials; Pavements; I23: Properties of Road Surfaces; I31: Bituminous
Binders and Materials, p. pp 227-254, 2011, [Online]. Available:
https://trid.trb.org/view/1135205
[7] S. B. Cooper, L. N. Mohammad, M. A. Elseifi, and M. S. Medeiros, “Effect of recycling agents
on the laboratory performance of asphalt mixtures containing recycled asphalt shingles,”
Transp. Res. Rec., vol. 2506, pp. 54–61, 2015, doi: 10.3141/2506-06.
[8] X. Li, N. Gibson, A. Andriescu, and T. S. Arnold, “Performance evaluation of REOB-modified
asphalt binders and mixtures,” Road Mater. Pavement Des., vol. 18, no. April, pp. 128–153,
2017, doi: 10.1080/14680629.2016.1266754.
[9] Y. Qiu, H. Ding, A. Rahman, and W. Wang, “Damage characteristics of waste engine oil
bottom rejuvenated asphalt binder in the non-linear range and its microstructure,” Constr.
Build. Mater., vol. 174, pp. 202–209, 2018, doi: 10.1016/j.conbuildmat.2018.04.056.
[10] T. Bennert, C. Ericson, and D. Pezeshki, “Rejuvenating agents with RAP in hot mix asphalt
(HMA),” Trenton, NJ, 2015. [Online]. Available: https://trid.trb.org/view/1487150
[11] H. F. Haghshenas, Y. R. Kim, S. R. Kommidi, D. Nguyen, D. F. Haghshenas, and M. D.
Morton, “Evaluation of long-term effects of rejuvenation on reclaimed binder properties
based on chemical-rheological tests and analyses,” Mater. Struct. Constr., vol. 51, no. 5,
2018, doi: 10.1617/s11527-018-1262-4.
[12] H. Haghshenas, H. Nabizadeh, Y.-R. Kim, and K. Santosh, “Research on High-RAP Asphalt
Mixtures with Rejuvenators and WMA Additives,” no. September, p. 66, 2019, [Online].
Available: http://digitalcommons.unl.edu/ndor
[13] R. B. Mallick, M. Tao, and K. A. O. Sullivan, “Use of 100 % Reclaimed Asphalt Pavement (
RAP ) Material in Asphalt Pavement Construction,” Proceeding 89th Conf. Int. Soc. Asph.
Pavement, p. 10, 2009.
[14] H. Ziari, A. Moniri, P. Bahri, and Y. Saghafi, “The effect of rejuvenators on the aging resistance
of recycled asphalt mixtures,” Constr. Build. Mater., vol. 224, pp. 89–98, 2019, doi:
10.1016/j.conbuildmat.2019.06.181.
[15] W. S. Mogawer, A. Booshehrian, S. Vahidi, and A. J. Austerman, “Evaluating the effect of
rejuvenators on the degree of blending and performance of high RAP, RAS, and RAP/RAS
mixtures,” Road Mater. Pavement Des., vol. 14, no. August, pp. 193–213, 2013, doi:

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
13
10.1080/14680629.2013.812836.
[16] R. B. Ahmed and K. Hossain, “Waste cooking oil as an asphalt rejuvenator: A state-of-the-art
review,” Constr. Build. Mater., vol. 230, p. 116985, 2020, doi:
10.1016/j.conbuildmat.2019.116985.
[17] P. Turner, A. Taylor, and N. Tran, “LABORATORY EVALUATION OF SYLVAROADTM
RP 1000 REJUVENATOR,” 2015.
[18] R. K. Veeraragavan, “An Investigation of the Performance of Hot Mix Asphalt (HMA) Binder
Course Materials with High Percentage of Reclaimed Asphalt Pavement (RAP) and
Rejuvenators,” Pap. Knowl. . Towar. a Media Hist. Doc., vol. 7, no. 2, pp. 107–15, 2014.
[19] Y. Ellie, M. I. Hajj, Souliman, Z. A. Mohammad, and G. L. S. Luis, “Influence of Hydrogreen
Bioasphalt on Viscoelastic Properties of Reclaimed Asphalt Mixtures,” Transp. Res. Rec.,
pp. 13–22, 2013, doi: 10.3141/2371-02.
[20] A. E. Martin et al., “The Effects of Recycling Agents on Asphalt Mixtures With High Ras and
Rap Binder Ratios,” no. 9, 2015.
[21] M. Zaumanis, R. B. Mallick, and R. Frank, “Evaluation of different recycling agents for
restoring aged asphalt binder and performance of 100 % recycled asphalt,” Mater. Struct.
Constr., vol. 48, no. 8, pp. 2475–2488, 2015, doi: 10.1617/s11527-014-0332-5.
[22] A. Sihombing, B. Subagio, E. Susanto, and A. Yamin, “Mechanical Properties of Bio-Asphalt
on Recycled Asphalt Pavement Binder,” Lecture Notes in Civil Engineering, vol. 76. pp.
529–538, 2020. doi: 10.1007/978-3-030-48679-2_50.
[23] A. Sihombing, B. Subagio, E. Hariyadi, and A. Yamin, “The Effect of Bioasphalt on Aged
Asphalt,” IOP Conf. Ser. Mater. Sci. Eng., vol. 508, no. 1, 2019, doi: 10.1088/1757-
899X/508/1/012041.
[24] A. Sihombing, B. Subagio, E. Hariyadi, and A. Yamin, “Bio-asphalt on Asphalt Mixture
containing RAP,” in IOP Conference Series: Materials Science and Engineering, 2019, vol.
673, no. 1. doi: 10.1088/1757-899X/673/1/012026.
[25] A. Sihombing and R. Sihombing, “Bioasbuton as an Alternative Binder for Hot Mix Asphalt,”
Proc. Conf. Broad Expo. to Sci. Technol. 2021 (BEST 2021), vol. 210, no. Best 2021, pp.
86–92, 2022, doi: 10.2991/aer.k.220131.014.
[26] Stephen F. Brown (D. Sc.), An introduction to the analytical design of bituminous pavements.
University of Nottingham, Department of Civil Engineering, 1988. [Online]. Available:
https://books.google.co.id/books/about/An_introduction_to_the_analytical_design.html?id=
RKnHMgEACAAJ&redir_esc=y
[27] C. Der Van Poel, “A general system describing the visco-elastic properties of bitumens and its
relation to routine test data,” J. Appl. Chem., 2007, doi: 10.1002/jctb.5010040501.
[28] C. Kou, P. Xiao, A. Kang, P. Mikhailenko, H. Baaj, and Z. Wu, “Methods to evaluate the aging
grades of reclaimed asphalt binder,” Appl. Sci., vol. 7, no. 12, 2017, doi:
10.3390/app7121209.
[29] R. McDaniel and R. Michael Anderson, NCHRP REPORT 452 - Recommended Use of
Reclaimed Asphalt Pavement in the Superpave Mix Design Method: Technician’s Manual
TRANSPORTATION. 2001. [Online]. Available: http://www.national-
academies.org/trb/bookstore
[30] P. Mikhailenko and H. Baaj, “Survey of Current Asphalt Binder Extraction and Recovery
Practices,” Conf. Transp. Assoc. Canada, vol. 549, pp. 40–42, 2017.
[31] ASTM D7906-14, “Standard Practice for Recovery of Asphalt from Solution Using Toluene
and the Rotary Evaporator.” ASTM american standards, 2015.
[32] J. Peralta, M. A. Raouf, Sheng Tang, and R. C. Williams, “Bio-Renewable Asphalt Modifiers
and Asphalt Substitutes,” Green Energy Technol., vol. 62, pp. 89–115, 2012, doi:
10.1007/978-1-4471-2324-8.
[33] A. Irawan, S. Latifah Upe, and I. P. Meity Dwi, “Effect of torrefaction process on the coconut
shell energy content for solid fuel,” 2017. doi: 10.1063/1.4979226.

The 8th International Conference of Euro Asia Civil Engineering Forum 2022
IOP Conf. Series: Earth and Environmental Science 1195 (2023) 012023
IOP Publishing
doi:10.1088/1755-1315/1195/1/012023
14
[34] R. C. Williams and N. S. McCready, The Utilization of Agriculturally Derieved Lignin as an
Antioxidant in Asphalt Binder, vol. 2, no. 12. 2008.
[35] AASHTO T315-10, “Determining the Rheological Properties of Asphalt Binder Using Dynamic
Shear Rheometer (DSR).” 2010.
[36] Y. H. Huang, Pavement Analysis and Design Second Edition). 2004.
[37] J. Pfeiffer and P. Van Doormaal, “The rheological properties of asphaltic bitumens,” J. Inst. Pet.
Technol., 1936.